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Permit D10-220 - SEGMENT 2 - MUSEUM OF FLIGHT - SPACE SHUTTLE GALLERY FOUNDATION
DI 0-220 Museum of Flight— Space Shuttle Gallery Foundation 9305 East Marginal Way South Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Segment 2 - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Segment 3 - Plans - Museum of Flight — Space Shuttle Gallery Foundation D10-220 Design Sheet PROJECT NioF SNOTTLG GAU-EJq SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 7/ZQii BY 'QE -Il{ Lo$$'( WEST Tge,e-Ez FRAC E .S i GN Fo[t 0i/941-,4 14CE-1) SPACE- 1,ohI v I E(- Lse3y)-o A) 0•L12k`»»r = 0.5b lyFr wS = 0. 15,)` -/Fr `pr - 'Ry Fy A6- I.3A 47- ksl < 6-2 l47- = 33R I( 1.0),•230" - 115 o,Se 7- 21.6 ILS 1 - ren = 16 •& Ksi -e 0 3{'nz03�ltb.b►csix 6•ZMZ = 34.6 k s- 1° .L2 "j""12". "j""12". wS LZ CPT ach e - 031', rim 81xl, g N�o=�i2+o.2S„sl +. t o + 1(1.3 = I(1to --Fr N 1.3 -ly7 cos o t o-?P\cocees,) = 306 k b12(< 207 ,12 = O.9b ywrKIan( De -R 0.TM W30 t< 173 ' iz= 0.9 7 W33xio1 =o -7S 'peg A1sc391-0�) 6E4tk, Tv Ar ►4 1N tl'1AJ►& SjC{NG AtsC-360-or SPEC AAP 1 275 or • • •1 Design Sheet " ? MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET tOCATION CEIENT DATE BY *ASSumr` RPAQES c'c or& i -r '(t P°iKr-S 1k= 976 lc -Fr 1910 \c -Fr l• -pa 141/41713FFT Cy _ -i1.6cr-_ AT 1:rbrr57- tNo" c.Ivtc.-F;S Al- VNio nirc ac 9 IliFSIGN m!1_ qIc 60 -os- SP►sC. AQP 6 `N/ mr _ V11, = 1,F, NLi 1. k S-0 ►cS1' 631 HI= 3 47oS is -n4 -136a = o.0013LCs/to . O.vo5x3Vos k ►EJB 1.0/1,,74", lag k L w ad i 1.IY3LIwos k-Id-t.o fiat. = ) o.7r � 97.1 1704 7t-2 . '426V 1 -ca =3$•b" Vrx=419-°Y�X72+o•'1sr: 103'4441{/Fr Fc = -1 161 --a Tum 17.7 ICS1 -4) CI'PA= 23 k Paz WAR' FA Zao�_ 1 3a.6` NZ- y/ / 1076 / R/ y No, v 276 Project: MOF Shuttle Gallery Reference: Lobby West Braced Frame Beam Date: 8/10/2010 Engineer BHK Design Forces LC 1.2D+rhoE+1.0L+0.2S Mu,x 23166 kip -in Mu,y 0 kip -in Pu• -306 kips Lb 285.0 inches • negative for compression, + for tension Beam/Column Size W27X194 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in chb 0.9 in ¢c 0.9 inA4 ¢t 0.9 in^3 k-comp,strong 0.25 inA3 k-comp,weak 1 in^4 k-flex,strong 0.25 in k-flex,weak 1 in Calculated Parameters Member Properties A 57.2 in^2 bf 14 in tf 1.34 in d 28.1 in tw 0.75 in 1 27.1 inA4 Sx 559 in^3 Sy 88.1 inA3 N 619 in^4 ry 3.29 in rx 11.7 in its 3.85 in Ix 7860 in^4 Cw 111000 in^6 Zx 631 in^3 Zy 136 in^3 bf/2tf 5.24 h/tw 31.8 Flexural Properties Flange Compact Web Compact LP 139 in Lr 375 in Mp,x 31550 kip -in Fcr 856.0 ksi Mr,x 478513 kip -in Mn,x 31550 kip -in Mn,y 6800 kip -in Axial Pro dies Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 6 kly/ry 87 Fe 38.1 ksi Fcr 28.9 ksi Pn 1652.3 kips 277 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,x 28395 kip -in 4Mn,y 6120 kip -in ¢Pn- 1487 kips 4Pn+ 2574 kips Interaction 0.931 Mu,x/4aMn,x 0.82 Mu,y/Mn,y 0.00 Pu/4iPn 0.206 Beam/Column Design • • c:$ 0 0 Lc? 0) CO 0 •)f 17 \ 0 • . \ 33 96 V-- 32 0 p • 0 SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified EastEi_lobby BF'3'DView ' Kip, in, FUnits 278 Project: MOF Shuttle Gallery Reference: Lobby Brace #42 Date: 8/10/2010 Engineer: BHK Design Forces LC (1.2D+0.2Sp$)D+pE+1.0L+0.2S Mu,x 10.1 kip -in Mu,y 0 kip -in Pu* -53.31 kips Lb 230.0 inches *negative for compression, + for tension Beam/Column Size HSS6X.375 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 Fe 4b 0.9 Fcr 43c 0.9 Pn /t 0.9 k-comp,strong 1 k-comp,weak 1 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Properties A 6.2 inA2 6 in t. 0.343 in 49.7 ir►A4 S -inA3 24:1 `h A4 r ►n;, z 11.2 in43 D/t 172 Flexural Properties Web Compact Mp 470.4 kip -in Mn,ib 100000 kip -in Mn 470 kip -in Axial Properties Flange Non -Slender Qa 1 Q 1 kI/r 115 Fe 21.6 ksi Fcr 18.6 'ksi Pn 115.6 kips 279 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4)Mn,y 423 kip -in 4)Mn,y 423 kip -in 4,Pn- 104 kips 4Pn+ 234 kips Interaction 0.534 Mu,x/4Mn,x 0.02 Mu,y/Mn,y 0.00 Pu/d,Pn 0.512 Beam/Column Design SAP2000 Steel Design Project Job Number Engineer AISC360-05/I8C2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, Frame : 42 Length: 230.342 Loc : 115.171 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=6.200 J=49.700 E=29000.000 RLLF=1.000 HSS Welding: ERW F X Mid: 233.244 Y Mid: 1147.973 Z Mid: 90.498 Combo: Shape: Class: 1.2D+rhoE+1.0L+0.Design Type: Brace HSS6X.375 Frame Type: Ordinary Concentrica Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiTY=0.900 PhiS-RI=1.000 PhiST=0.900 133=24.800 I22=24.800 fy=42.000 Fu=58.000 r33=2.000 r22=2.000 Ry=1.310 Reduce HSS Thickness? No PhiTF=0.750 S33=8.267 S22=8.267 z33=11.200 z22=11.200 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S) Location Pu Mu33 Mu22 115.171 -53.310 10.096 0.000 Vu2 0.000 PMM DEMAND/CAPACITY RATIO (H1.3a,H1-1a) D/C Ratio: 0.535 = 0.514 + 0.021 + 0.000 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE 6 BIAXIAL MOMENT Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment Torsion SHEAR CHECK Major Shear Minor Shear L 1.000 1.000 Lltb 1.000 Pu Force -53.310 Mu Moment 10.096 0.000 Tu Moment 0.000 Vu Force 0.000 0.000 DESIGN (141.3a,H1-1a) K1 K2 1.000 1.000 1.000 1.000 Kltb Cb 1.000 1.316 phi*Pnc phi*Pnt Capacity Capacity 103.770 234.360 phi*Mn phi*Mn Capacity No LTB 423.360 423.360 423.360 Tn phi*Tn Capacity Capacity 469.674 422.707 phi*Vn Stress Capacity Ratio 70.308 0.000 70.308 0.000 B1 1.000 1.000 Status Check OK OK Av3=5.580 Av2=5.580 Vu3 0.000 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents Museum of Flight\SAP_backup 10401u91891)0CO9_9fi9.9F4itie G Project: MOF Shuttle Gallery Reference: Lobby Column #31 Date: 8/10/2010 Engineer: BHK Design Forces LC (1.2D+0.2SD5)D+pE+1.OL+0.25 Mu,x 30.4 kip -in Mu,y 23 kip -in Pu* -80 kips Lb 181.0 inches *negative for compression, + for tension Beam/Column Size HSS6X.375 Input Parameters E 29000 ksi Fy 42 ksi G 11200 ksi Cb 1 4:b 0.9 4c 0.9 43.t 0.9 k-comp,strong 0.961 k-comp,weak 0.961 k-flex,strong 1 k-flex,weak 1 Calculated Parameters Member Propertie #t^2 0 In InA3 r fi 11,2 in' 3 Flexural Properties 1l1�2tFf ��4titpatt " 70.4 kip -in Mh,lb 100000 kip -in kip -in Axial Properties Flange Non -Mender Qa 1 Q' 1 kl/ .Bl Fe 37.8 ksi f� *Si Pri 163.6 kips 281 Summary of Results Flexure(major axis} OK Flexure (minor axis) OK ension/Compression OK Combined Forces OK 4Mn,y 423 kip -in 4Mn,y 423 kip -in 147 kips $Pn+ 234 kips Interaction 0.655 Mu,x/4)Mn,x 0.07 Mu,y/Mn,y 0.05 Pu/4Pn 0.543 ),0.44 c A FOR. ginPuPIED Fotesg Beam/Column Design SAP2000 Steel Design Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 31 X Mid: 162.211 Combo: 1.2D+rhoE+1.0L+0.Design Type: Column Length: 181.000 Y Mid: 1142.630 Shape: HSS6X.375 Frame Type: Ordinary Concentrica Loc : 174.000 Z Mid: 90.498 Class: Compact Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Effective Length D/C Limit=0.950 2nd Order: General 2nd Order PhiB=0.900 PhiS=0.900 A=6.200 J=49.700 E=29000.000 RLLF=1.000 PhiC=0.900 PhiTY=0.900 PhiTF=0.750 PhiS-RI=1.000 PhiST=0.900 I33=24.800 I22=24.800 fy=42.000 Fu=58.000 r33=2.000 r22=2.000 Ry=1.310 HSS Welding: ERW Reduce HSS Thickness? No S33=8.267 S22=8.267 z33=11.200 z22=11.200 Av3=5.580 Av2=5.580 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S_STAGED) Location Pu Mu33 Mu22 Vu2 Vu3 Tu 174.000 -79.717 30.404 -22.913 -0.172 0.126 0.000 PMM DEMAND/CAPACITY RATIO (H1 -1a) D/C Ratio: 0.621 = 0.541 + 0.064 + 0.048 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE & BIAXIAL MOMENT DESIGN (H1 -1a) Factor L K1 K2 B1 B2 Cm Major Bending 0.961 1.000 1.000 1.000 1.000 0.600 Minor Bending 0.961 1.000 1.000 1.000 1.000 0.600 Lltb Kltb Cb LTB 0.961 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity Axial -79.717 147.228 234.360 Mu phi*Mn phi*Mn Moment Capacity No LTB Major Moment 30.404 423.360 423.360 Minor Moment -22.913 423.360 Tu Tn phi*Tn Moment Capacity Capacity Torsion 0.000 469.674 422.707 SHEAR CHECK Major Shear Minor Shear Vu phi*Vn Stress Status Force Capacity Ratio Check 0.177 70.308 0.003 OK 0.126 70.308 0.002 OK SAP2O0O v14.2.0 - File:C:\Documents and SettingslBHKWIy Documents Museum of Flight\SAP_backup 104Ogudet(021180)9_60113F2 the G Project. MOF Shuttle Gallery Reference: Lobby Column 816 Date: 8/10/2010 Engineer: BHK Design Forces LC (1.2D+0.253s)D+pE+1.0L+0.2S Mu,x 491.2 kip -in Mu,y 117 kip -in Pu' -133.4 kips Lb 605.0 inches •negative for compression, + for tension Beam/Column Size W18X106 Input Parameters E 29000 ksi Fy S0 ksi G 11200 ksi Cb 1 11500 ¢b 0.9 27.3 (c 0.9 5561 ct 0.9 5561 k-comp,strong 1 3025.11p-bt k-comp,weak 0.77 k-flex,strong 0.77 k-flex,weak 1 Calculated Parameters Member Properties A 1bi^2 bf tf d tw J Sx Sy ry rx its Ix c Zx Zy bfj2tf $2 h/tw 7€2 Flexural Properties Flange Compact Web Compact' Lp 113 r Lr 322 in Mp,x 11500 k p -in Fcr 27.3 ksi Mr,x 5561 kip -in Mn,x 5561 kip -in Mn,y 3025.11p-bt Axial Properties Flange Won -Stender Web Mon -Slender 12s Oa 1 Q 1 klx/rx 77 175 re 3Asi cr s PEI 1&4.5 kips 283 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK ension/Compression OK Combined Forces OK Mn,x 5005 kip -in Mn,y - 2723 kip -in 229 kips OPn+ 1400 kips interaction 0.708 Mu,x/cbMn,x 0.10 Mu,y/Mn,y 0.04 Pu/4Pn 0.582 10.x{ +c CKT t- MAgREl• S -k•Tt,r-16bk<clPx✓ Beam/Column Design • SAP2000 Steel Design • .) Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 16 Length: 605.316 Loc : 181.000 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=31.100 J=7.480 E=29000.000 RLLF=1.000 X Mid: 252.282 Y Mid: 643.000 Z Mid: 302.655 Combo: Shape: Class: 1.2D+rhoE+1.0L+0.Design Type: Column W18X106 Frame Type: Ordinary Concentrica Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiS-RI=1.000 133=1910.000 122=220.000 fy=50.000 Fu=65.000 PhiTY=0.900 PhiST=0.900 r33=7.837 r22=2.660 Ry=1.100 PhiTF=0.750 S33=204.278 S22=39.286 z33=230.000 z22=60.500 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+rhoE+1.0L+0.2S) Location Pu. Mu33 Mu22 Vu2 181.000 -133.341 491.215 -116.794 -2.714 PMM DEMAND/CAPACITY RATIO (H1 -1a) D/C Ratio: 0.708 = 0.583 + 0.087 + 0.038 = (Pr/Pc) + (8/9)(Mr33/Mc33) + (8/9)(Mr22/Mc22) AXIAL FORCE & BIAXIAL Factor Major Bending Minor Bending LTB MOMENT DESIGN (H1 -1a) L K1 K2 1.000 1.000 1.000 0.770 1.000 1.000 Lltb Kltb Cb 0.770 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity Axial -133.341 228.779 1399.500 Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear Mu phi*Mn phi*Mn Moment Capacity No LTB 491.215 4996.912 10350.000 -116.794 2722.500 Vu phi*Vn Stress Force Capacity Ratio 2.714 330.990 0.008 0.645 568.512 0.001 B1 1.000 1.000 Status Check OK OK Av3=17.547 Av2=11.033 Cw=17347.969 Vu3 0.645 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of FlighttSAP_backup 1040jud1B1UQ11110099f8 Attie G 0 r- 0 0 0 O 0 KC 285 SAP20 0 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Stagd_modified East EI_lobby BF - Steel P-M Interaction Ratios (AISC3 0-05/IBC2006) 286 BRACED FRAME ELEVATION _.._.._. - 711‘271-194.._.._ ^3 jt M M ve" : 1'-o" BRACED FRAME ELEVATIONS 7/S-310 m N CO • .. _.._ .jam 9/S-310 / ..1 286 0 0 287 LL fl. 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OO =. wh 1::..-..: '10'h 14.405949P43400..0P.9 M (1 40..19 4190P 115104094 00*02.0.1450149 4.-N u6s 9)9Id 19014019 1830 Design Sheet i MAGNUSSON KLEMENC1C PROJECT N1oF S4torr►..0 GijU,F�I'Ly SHEET ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 83I10 BY 131114 LD 581 BRACED - Jofr(r J2/J3 coNlE 2riort "per= t 65.21( �IrDEStG(`t FrS FIBS-To-1isS Tlzwss CoHt(Ecriori PER AiSc-360-or DEC- KL C1}m ct•lor{ earsrt lab 1qs-cptiNF'-crlorl Noel) srr `)P M t-R- �v=774k M� = O 10)4 & kr OF 02,14He noN •3 SFr sir QF: 1,o-o30(1,u)= 0.88 urrmr OF A-p'pUcIBwTy e = 0 1 2.6=31.60>300 J Z. IA. 11.2 (so ✓/ 14 • 'tit= rfrz_ So ✓ S' • r •z < 0.05- SFr - 3,1.5 b. I:4/0..1,0 c 1.0 7• N/A 8•�(IA a. ►�jg ICI. Fr = VAGSI < S -Z— VS1 / I}• FY/Fa = 0.-12 < o.b 289 • • Design Sheet �O MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY C11ORp pLAST1FI(;ATloil CAPAGry •j bye _ $.6 'P.,s'ra 0= Frt21I3.14 15.6 E31]y o., dIF p^ =(sit: 3q-6) =2.03k tit K51,0.31(1.1_34 4 l s.(, t (. o t] ,c fs. g",c 0. St. crpn_O,Rxzo31<_ I57-1( > Pt) P„- 0.5F,4-rrt .(1+5igbq2sbN~d = 0.6.gikslxo.344xttx6"tr(1+s4314)/ZLs14 1 37,13 . 339 k o.9s.334k.311;1( ✓ 81zi c To COWMrI WF—L--4Th l.L= 65.2kcos0= 41.6k Vo = 65.7_Ac cm = s -0.31c so•3kx3 151 Ic.-JtI t -w= ltr�k�,=2irxa"xL.yS-� 27.3` r = 4.35" (A-wS1l•1 ii23-11) ka_)01+3"1--F-1711.1i5 X ` /ZrSU40 ` 1/24r -Slµ 39.6 i 3rr11Z-ft "41- 50-s 21E 5O 27.33.,=I,QV.( isles_ 2 617,4 Tr 0.361' tt k = 1. S6 27.33" Zwv : 3-37 Vitt 404- 4.6 vAol cprn:o.7sx0,6.Zokslxoar. 7,itik% t 290 $ iZoO►DE '/l'" tip l Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 291 PKC?-EIF,nARARG _I_ 20.4 4n -os 4- 64,E 64=c36" TD -PLPirr— 'L''ttr` t? S' T1 j�7.� `S0 3 (1 _ u% ~ Y•31 ���i{� S JI�S grAcHaz iwng AsSumE_ (4) 3/yi" Pisr{ 07-136 F 4c,4o . NA; fir,, = o,7sx o.7sA ILS1 ti `r "-- 14..4y„,b > sv.s i vipob 1-1 ✓ -3boolae_yy" FiukTw • • • y. CL %ACE b moon{ > 014 N u 1 - FIN ca. grin 94t?' per. r +cF) SEcmoq 04)2A0 AR LA'I eMot 292 • • • 10 . 00'0 P00 e130 IPI. 1. SP, IPC1 44 PI _ ZO'C1 40'CL IMO+ 41001 - CPC 090 INP 4100. 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P 400003 00011410 4 '1 • •x 41430011 (41, 'Q:804090415 04441091014 111440409100.410 .19999991111.11109.19 .9,0 0- 41411 ewe.10O.= eP . - 09' 100$ '-4041 :04909.0 1.0 4 0111144 000190 • 101.110111019 10111110400.10190 0001• 01. uB(0e0 %UId 1eSs,.J 4900 k 51 Sao 7 S \NCoOutPC $A1 N,r sH o wN CP I- 295 P c� COL. 141 yi 4 Gs P rt, t,4 v Pt.s/ ,WON 117 itguitWFri c1i3', T Fu '� TIP I/ S304 Fo0. coKN OCBF Gusset Plata Design U00) end. pate tax* dope d Man jiMerMDMIMLPsdevelem Per Vera 40 Brae 10, 0,76 (b) 0lo kler mYl 1-,°,11 (in) 01.0 Goad 5: .at add ewer., maraca Odd them eeer,db rMe.a bur minimum Maeb bewmtolumn derma mkdntrn0 da4da &goard pep b Mea d Gar Praipereae: F..ar.. Fa � 0kd !q kd area Wad spaded Mab sem V b 3.o/ pi.b demo yield menet, Boma/ Cahoon Properties: dr. 14.1 (b) dm 29333 n) Ver. IRMAby Baan DoT Orem. Dep, Ma %Mond bean array m Jan Loma Damties: Sec ID Sec Nem 104$735.375 Fy. yo tLa.m 60 L. PP L,. PP Cnm Tea 42 (MO 7 (b) 0.340 (T) (b) 0000 (ted) (DM) DM) team. b Mae median a5perb. 541 Dodge PWaladrer L (i.) FRG* web Moo DtGI weld ' (10 (d) ro) L.. ®0s) 14 brae CSC weld T (b) r,M..1y0 (b) • '0I40 (b) 11514 loa,b tram Man oda amok banal pear web sier wee bah b lower dace loam Mae b mer pear web dna Ho.bral asp ormord Omar MOM der darn Gar SeidK blow barn aol pear Otto g0M pear b solutes wad .0. Lime Menlo. Some Mose Sher (00. Low PW Noma Caledede. Bran Shear Ate. 11.100 )11) Lippe - Ram - CW.07 2013 kip tamer LrmaT DCR 000 0.30 0( FU 00 0.0 R. -1050 1000 Brae b O5a1 Weld Camas OCR Orem Tesiaw Yield Goad G. Arman -Cd Gnr CL Mrd. - Sm Mame Anda Gar MVP God Mr CaaW D OR OuseM0.seete Elba Shed Aer A5 0.6F,/1 CepmAy O CR Dosed Edge Meat, Lamb's 1.11 Laa1 Lee 2 Lai Lop 4 B race Bbme er Loyola Loo 1 Luc 2 Lac3 Lep 4 222.7 kV VU 000 040 OK HU K 317 Odd Rae 0.0 7.7 54.3 (Mg) 33.0 (4.d) VERT INTERFACE: 10.2 (In) i 40 4.0 4.1 (le b 27.1 27.1 102.713. VCOL 00.1 03.0 0.00 0.60 OK Y 341.4 0710 UPPER PORTIO.: Lads 0.0 OA 4.0 (4) VCU 0.0 0.0 1.0 (45) e0. 7.1 7.1 123.9 (H0) 2A 0.9 1500 (kid 05 221 0.0 100.6 (kp) MCU 0.0 0.0 0.00 0.60 0( 140.1 0.0 0.0 110 1 0.0 00 VDU 00 0.0 251 (4'') StBU 00 0.0 32 Do) 207.1 (Hp) 70.0 (kW) 2003 (Idp) 0.00 0.11 00 0.0 00 OD 00.1 001 01.0 eta 4.3 (b) 007 (d) 71.1 60.0 34.0 (k3.] 1403 DM) 0.00 0.03 L/b F. VF. LOWER 6ORn0a: 50. 41.3 ea 7.1 OK H CL 100 OK 2014 001 17.5 40.3 DK 16.17 0.31 122 130.0 01 1.11(6) O( H BL V51 StBL 37.7 -43.0 -NA -133 COORS'. PORI1071: Stmld Maid 5F. 01y 5Sta Vertical Foo Myer (edalink .ed▪ alv5k 001 MA 40.1 -10D OD 0.0 00 -450 7.1 O.1 -200 -41.1 41.3 41.1 -22.0 -408 .02.4 200 00 0.0 0.0 3.10 3.40 2.70 3.04 12.71 13.84 11.10 12.10 0.65 0.00 1.ODOK/ OK Meet bard on Pads Demand 19.de 0.720 072o soba s Meet b H.rlaagal 055405 (4 4et.d)11 p15M) ROW Weld Gm 1 tee abb.4 Meet le Hods &Mawr (2 aided) 0+05 arnM abe.e) FOM Wad 31a 1 /10 N0 40 60 MI Column Web (le flange) 0200 (b) (Mak dada corer awe Va1.rrmd Seamon al Dave) IIbW 60 kV COibe . Web (le Amore) (Med oraidWma .gra ly dwb, timed on lel pro adder 50 al Cahr0Mwb (b war) (chock dbra.H.d Orr capacity) 0.140 (T) 0264 (b) (lam Lam 7.0 (b') 0.7 MP) 607 (b) 220.0 Ode) 0.00 0.40 0( Loperhdrba anal 54400 . M.S DOL Sia C.wdis deamrd DCR 5516 17.05 421 024 510 17.05 4.01 0.20 Weld Ward en 1230 average 0.000 0.000 CwJr dem5d OCA Upper 6d5655 Wafer ..her rural DCR 13.02 307 020 005 0.00 0.00 0.00 000 13.02 4.33 031 000 0.00 000 0.00 0.00 150 3.44 431 4.37 54.32 13.70 1773 17.47 007 0.55 bP kip 55. W k3 kb lM 00 4p-41 4p kp-b 4ip/b w 0( red 41 Ip/in kpa111 ON red Lip ht.I1 O( k.)in kp/d r OK OK OK 01 296 50 40 30 20 10 .• -10 11 10 20 30 40 50 • 10 20 AO .0 m Lime Menlo. Some Mose Sher (00. Low PW Noma Caledede. Bran Shear Ate. 11.100 )11) Lippe - Ram - CW.07 2013 kip tamer LrmaT DCR 000 0.30 0( FU 00 0.0 R. -1050 1000 Brae b O5a1 Weld Camas OCR Orem Tesiaw Yield Goad G. Arman -Cd Gnr CL Mrd. - Sm Mame Anda Gar MVP God Mr CaaW D OR OuseM0.seete Elba Shed Aer A5 0.6F,/1 CepmAy O CR Dosed Edge Meat, Lamb's 1.11 Laa1 Lee 2 Lai Lop 4 B race Bbme er Loyola Loo 1 Luc 2 Lac3 Lep 4 222.7 kV VU 000 040 OK HU K 317 Odd Rae 0.0 7.7 54.3 (Mg) 33.0 (4.d) VERT INTERFACE: 10.2 (In) i 40 4.0 4.1 (le b 27.1 27.1 102.713. VCOL 00.1 03.0 0.00 0.60 OK Y 341.4 0710 UPPER PORTIO.: Lads 0.0 OA 4.0 (4) VCU 0.0 0.0 1.0 (45) e0. 7.1 7.1 123.9 (H0) 2A 0.9 1500 (kid 05 221 0.0 100.6 (kp) MCU 0.0 0.0 0.00 0.60 0( 140.1 0.0 0.0 110 1 0.0 00 VDU 00 0.0 251 (4'') StBU 00 0.0 32 Do) 207.1 (Hp) 70.0 (kW) 2003 (Idp) 0.00 0.11 00 0.0 00 OD 00.1 001 01.0 eta 4.3 (b) 007 (d) 71.1 60.0 34.0 (k3.] 1403 DM) 0.00 0.03 L/b F. VF. LOWER 6ORn0a: 50. 41.3 ea 7.1 OK H CL 100 OK 2014 001 17.5 40.3 DK 16.17 0.31 122 130.0 01 1.11(6) O( H BL V51 StBL 37.7 -43.0 -NA -133 COORS'. PORI1071: Stmld Maid 5F. 01y 5Sta Vertical Foo Myer (edalink .ed▪ alv5k 001 MA 40.1 -10D OD 0.0 00 -450 7.1 O.1 -200 -41.1 41.3 41.1 -22.0 -408 .02.4 200 00 0.0 0.0 3.10 3.40 2.70 3.04 12.71 13.84 11.10 12.10 0.65 0.00 1.ODOK/ OK Meet bard on Pads Demand 19.de 0.720 072o soba s Meet b H.rlaagal 055405 (4 4et.d)11 p15M) ROW Weld Gm 1 tee abb.4 Meet le Hods &Mawr (2 aided) 0+05 arnM abe.e) FOM Wad 31a 1 /10 N0 40 60 MI Column Web (le flange) 0200 (b) (Mak dada corer awe Va1.rrmd Seamon al Dave) IIbW 60 kV COibe . Web (le Amore) (Med oraidWma .gra ly dwb, timed on lel pro adder 50 al Cahr0Mwb (b war) (chock dbra.H.d Orr capacity) 0.140 (T) 0264 (b) (lam Lam 7.0 (b') 0.7 MP) 607 (b) 220.0 Ode) 0.00 0.40 0( Loperhdrba anal 54400 . M.S DOL Sia C.wdis deamrd DCR 5516 17.05 421 024 510 17.05 4.01 0.20 Weld Ward en 1230 average 0.000 0.000 CwJr dem5d OCA Upper 6d5655 Wafer ..her rural DCR 13.02 307 020 005 0.00 0.00 0.00 000 13.02 4.33 031 000 0.00 000 0.00 0.00 150 3.44 431 4.37 54.32 13.70 1773 17.47 007 0.55 bP kip 55. W k3 kb lM 00 4p-41 4p kp-b 4ip/b w 0( red 41 Ip/in kpa111 ON red Lip ht.I1 O( k.)in kp/d r OK OK OK 01 296 OCBF Gusset Plate Design A.0 U rrp Ogle pig eros apn al gin Bassaftestestimeicasetar 00.0.7 IO: a yr sin= Ye 0 4711 M) Should mot n /' 44. (n) ad✓ Pend. NeCbn 0000 Wear sing07 nisi* factor minM.n brie o b.wlwM o ~ice minium daWe M prW pip b brew d an,* Ne1.r0e.: F, a,ee Va ke F, pM ki gig pie quid* yid *mgt. par Pb. Mans yild ve001 Dee I Caking Pniereee: d... 14.1 On) ON 0.0 (n) vira.NP Been Dep. Cd.n Dep. tAo Mebre00..n 0{N17 reit* Lai Brew Sec ID Set No,,, 0735720.375 F, ere 42 001) 15 4. 7 OM tye 0.340 (n) 4, PP ? On) L,, PP >1 T men O.OW} (r.d) tar 0 pi) Mei* b Mew eat= prepni. u UM) 5,.0 P ei. Pi*: L... (n) BIG, weld (n) BIG, weld .YIN (ti) Vied igg b trope Mine *Pi bra to mush pleb - we W.I. t.0n b km. Mew bee Mew n poet pee geld 41400 Hn35.4.000i of pus* 0.4.1 1.41014 abb. bean 0wrt *kW Eekw Dein per pkr. erivnn punapile b cakangeld sos 297 lasallattSbasilic Bea Mei ab.. Ore She. Ai cs it7 OCA era+. b Omni Weld Careaty 1301 00.1 Tamil Vield Oulu. CL Aryb - Cot 0,44441C2 A10o-Bm Mimi An* 00.4. WW1 a..M Ai Cp n0 D01 Omit Bbl BN. Apr F,R▪ , 0.OFA. Ciw9y DCR Dffisilitssglasks Upper Lwow Rd. Mein/ CM*WOan 11.100 011) Upper- U .- 291.0 1dp Loam C Lower T 0.00 037 on FU 0.0 00 FL -107.0 107.0 _`. `i"- --•. " 0p 2717 kg V11 00 0.0 i^.e - --, `0;0 0 0 Ido 000 0.00 00 110 00 0.0 NO VL 442 042 I- k0 10 -00.0 000 000 30.1 pug) Reim 00 425 519 (dee) 30.0 (des) 102 (n) 4.1 (n) 102.7 Lb 900 0.00 VERT INTERFACE: ec 03 03 La 2.1 201 _.I- . - n VCOL 842 -00.4 . IN OK N 253 -70.0 Neg ZIPPER PORTON: (.00.22 0.0 0.0 In 40 (tin) VCU 0.0 0.0 Ido 1.0 (Irk) eW 7.1 7.1 .I n 1x1.0(030) 11 02 -02 ' 1410/ In 150.000p) 0 02 42 Win 100.5 00➢) ICU 00 0.0 _ ki 0.00 0.57 Q( LIM 09 0.0 /y -In I031.1 00 0.0 - IN V01 00 00 . ' 0 20 0d) YOU 00 09 ' _ Ry -n 3.30n) 216.7 (kg) 70.0 0i) 200.0 091) 0.00 0.32 3.7 (n) 007 (n) 01.5 757 37.0 (kai) LOWER PORTION: VO. 30.7 -497 (. Irk et/ 7.1 7.1 In 05 O 0.0 0.0.. kplti RQ 1.4 -1.0 i K0 FAQ. 25 -3.0 .,1: - �' k0 -ti I10L -04.0 04.6 . Irk VEIL 105 43.5 . NO YOL 07.0 -503.0 I.. ':. kb - n CENTRAL PORTON: 153.0(00) Vild 45.5 17.0' ' I 0 0.00 0.70 CK Yid 40 12 . :. L0 ling -1.{ 1.5 ! ; -- NO- In 04.40 Ede. eb100y Liege Llt LIb {4F. Lan Lit L ee 3 23.50 0.40 20.5 51,001 Loc 4 3555 0.74 0.0 27.1 OK Bra. Wild. L.. . Lal Leo 2 Lae 3 Lac 4 3F0 00 0.0 M OK 370 0.0 0.0 • =: 0 CI( Ma 0.0 00 '•;-1� k0 -ti OK Vied Fie Wig 323 3.30 Yp70 7bd6.eeM 022 023 kip In WN. 1290 1350'.. soW.pe0 0.00 093. OK DCA 0.60 0.57 . :;. 01( OK Weld Lewd on Per Dane* 19* 0009 0050 .. red Mimi Weld le H.meOM 001he. (4 .Ided)ll7ppd) Rig Weld em 1 110 YMw.w Weld le Ne13.0017a1.07 slid) Ow ne ineetabie) Rig Weld sla 1 /10 ttl2etr 00 kW Celine gib (Y a.0.) 0 003 (n) (dick 00 ail =idly ate.e. Vat assumed nre..pFl pd Lego) Ih.si 50 kat Cigna Web(te Orme) 0.131 (n) )del el *own* op07, at Ink based mbcel peek) NW** 50 W Coked Web (le sib) 0.001 (n) (check MWo-alded fl =7027) Brae Net ea0on Ribo Upper Lae. Ana 7.0 (n') U 0.7 (k0) Ae0 5.07 (01' CeicIty 220.0 (141p) DCA 0.00 0.40 Stra 610 6170' ..: Ci AF 14.05 1405 iyln *wed 323 3.40 1 nee l n DOI 0.23 024 i i . _ t. OK NW bowed e1125. 1400.➢ 13eri 0.000 0.000 C•' red Giedty 13.02 1302 ---i: .:`. "• kg/ In den.. 403 424 ::..-` ; Kinn n O CR 020 030 ;:'f-' 0( Upper...14a Phew 000 000 0'_1`01.- .:.. kala Pool 000 000 t-:.�_," � 4076 sire 0.00 OW ami 000 0.00 �""' �:.;':. •.. r. W O CR 000 0.00 :..i ;.`:=::e; 011 0( Logen bide. Pt.ee 4.04 400 :' 70l ti fidg 490 010 :. gel k, Whew 10.15 1013 kg maid /0.00 7002 Le OCR 0.70 0.77`1+ .. OK • • f3o17 • cs,;48 Te SFL rot - Mt Cut Yq of Yt6V Grip 298 Design Sheet PROJECT rip SHUTTLE, GALLERY SHEET MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE )f 3/to BY BHK 299 LO Y &mCnD POOXES - Cowm$ ER% PLgTt (J7) MCP !* v0a +172k, -tis Hu- s -k (tN AIRicrtoN of fRAwu ) ciZCFS 4 CvSs€X TO 13RSE. 1) LATE. INTE-R FACE 0 tigv= i 61•bk V1p1.3k-u1 *fig ^tiogriiisovni 'BRac£p WALMES -C LvrRnl GoSSFT To 131)C = to" ...)4.44), 7. .9 `i/t,-4 v -#Th$' ARCA-loQ. u2DS tizi% 05)` Fort t.f- cALCS iztketfoit (zo tS P.ES\ Sr N sso tE /SND Sl (EAR. * (q) R ODS RtzS 'i- -1-1-44510,4 o,4 , (t{ } K. s'si ski A_t•2-S'' X,,- �'- s, ma - 11:7 F%%'F"F J, 91•1aL t err.= 4Fnt'At$LOV o,( ILr i _ 24 14/13.9‘r BASE. Turn -E UPyFr 5 mu pi" V.-114 Oen10.440 l<S(' E0" ; = 153 k -o4 COWPPitUz'toq ,t_ thp, (min, 1.n') : t.Q" + p, 6~ ettleist Nor St -to WI she • - 4 uTDlt Fll,r� we -LDS -'b'PpoOtt E_ (,'A): 011%4 1.95rq GRtos' '}rlCNo2 NtoDS • —43 so.017%0E. t`ti.`' I Rc1< PITT • OCBF Gusset Plate Design .n.o Using U. pleb %mph 5.01d bane OKIRRIBOKORKOREKKERIFIF • *sem* ID: A Var flea. `CfA. Bran Mkt CIA ;11..qlo (b) Slew*, M. 4' ..1•)t b a.d Ian*. netklel km. Or Wraph mambo facts fl.*50. Ono to b..m ...*,4600 nddnum 40oaderd ... bbrace 0 On.. Ptop.rO6: F, .... 1 10 F.. c3'ait10136 far _.: 4. -.20 -70 ao. .0• .60• warn pleb .p601bd 706040001, was. pleb a.,,.* Nab .amoe, Bum Co.. Prop.*.: Bean Dapl, n 001 Cako 0. Mot lammed bean coop/ ..actb0 / 4.. 2 O,) dere 0 245 O,) V...., VOW/kb Lbw Bre. Sacro _, Sc Ham 11457%0370 Fr ..0 42 OW) ben. 7 (50) Ta,.. 03400.) L.. PP }L• (b) L7. PP (b) 7) ' 010 0(600) � C mr 'Fj (Lb) 10 343 ,dererw teem swam moped. F., ..... 50 (kd) Boo NAM 0oand 0 .... Bran Adrnersel. poid 4 .9 BrYoaw0b Brace . Paid olo 070(h.4 Moan. Bre Osnom.don Tma ... ld.amSn Brew Terets. Maly 9r.,...M.: wbdd WK. b upper bre uwerbre b.ue. pleb weld ata wad Sere. 0.bn.er knee beer bace b come. pleb re* da Horktontallenah apnea 50.6* height abow bran baler tramtwee, L... • .e O,) BtGU weld ,_ :61100,) L. (b) BLGI weld On 4 .. '10(50) L. ...,4511 On) La _ (le)0.0.4.1.9.g . .0(50(74 GtC weld iene b a..0plebodd... u. ..- .. bb came wed doe aD 50 40. 30 20 10 4. -.20 -70 ao. .0• .60• 10 30 >D 40 50 0) -m- Lf BsIKsSKREIRF B rae Block Show .4p60 Loam Mae Mara CahNWpn Boo Saw Ant. 112 (0) Ulcer T (*5 C Camtlly 201.5 k0 Lary. Lna+- O 01 030 000 CO( FU 1060 -100.1 FL 00 00 b b B re to Wee. M ad Cap 05 221.7 Ida VU 86.1 .405'. :' V OCR 0a0 o00 0( 140 alae 01.1 y VL 00 0.0 - .. b Ouar.Tn.b.. Held K 00 00 60 Goad CLAn 1. •Cd 35.7 (dapro) ) Rbara 00 0 , Gaal CL Aayb - Bon 54.3 (O.p) 11.10.44 Nob 00.0 (aVERT D/IERFACE: Gana NINA 102 (3) c 0.1 0.1 ... Oust. Arne D.1 (0') Lc 20.0 20.0 Cepadly 505.3 kb VCOL 00.1 .601 dp OCR 0.20 0.00 0( ld 10.5 -101 *4n UPPER PORTION: OaM Bbek sir, x.20 101 10.0. - a A. 50 (kr) VG) 601 -175 dp A. 3.8 (6) e2 1.0 10 - n F.A. 247.8 Odo) n 02 a2 .0/b 0.6F.A.. 312.0 MO) 0 .0.1 01 dplb C4.10 577.0 (50) HO) 02 43a AO OCR 0.26 010 0) NO) 7.7 77 011 -14 /®U 01.0 .61.11 0 09.M0...410. Block Shea VBU 01 d0 dp A. 40 (W) NBA/ 7.8 .7a dp-b As. 04 ((7) Ff. 4742 (50.O,�) LOWER PORTION: 0.8F, 0.. 156.0 OP) VO. 0.0 O.0 dP Cpity 400.7 (kip) .N 10 1.0 OCR 020 0.00 01 0 02 .62 ldplb RQ 00 00: kb G.aa91.1110 610. 00 00 dp - b 1 10.5 (b) HBL 00 00 dp 0.14 (h) V0L OD D.0. dp Kw 87.3 NBA 0.0 0.0 dp-b F. 37.6 Far 280 0.a) CORRAL PORTION: Capadly 2221 (140) vow se 4. OCR 060 0.00 0( Nm1d ole 0.0 14m* 02 O. Owed Edp. Nab** London LIl LIb F. y:F. SF. 0.0 0J de OK Loa 1 14.40 042 0.3 703.001 51y 00 0_1 dp OK Lob 22.42 073 1.4 0240K 36120 OD 00 - ,b•b 0( Lac 3 Loc 4 Oe 524.3441..OW Lal Loc 2 1203 Lao Vaasa Fam filter 420 43 - t01b baeLpeek 0.10 OA - dp/b Oc rd,r 001 00 . W 00 se... D32 03 4. O CR 033 0.3 Mad bard 06 Peek Debra 19.. . 0037 0.40 Mimeo Mad b 1lor amts aNlor (4altbd)Doplca) F041 Wald 040 1 410 10,2,06 Meld b 1500,80050,(210.d)0.• tto 0000.) Fi1VM1Sia 1 /10 I119`... 5010 Column. b 0o leap) 0.034 (b) (check of odd oe..0y oI700. Vert anuvd h..y, od lop) W ham. 01121 Ceb06n Webb 0000.) (deck MeA ambaar Dewily alb., bead on 1pwlpc11) 10050006 50 21 Colton w.b (b nub) (check ot bnf.ded Omrnp.dy) 0.100 (b) 0.080 (b) O nce Na 36000.. R.gOp. And u 00• 4 1A9r Lover 00 (b') 07 (Lb) 4.34 lb) 215.1 (kb) RR* 5/15 N1 n Captly 1307 13.07 450/b derv* 411 43 , 40.117 OCR 031 03 -'0( Meld bored on 1255 .rap d 19,.d. 0.000 ORD red Capedy 1302 10.00:. (0/50 demand 5.30 5.3 ' Idea/6. OCR 0.30 03 �.� 0( Upper barba Maar 3.05 3.0 - - .' 40450 Bad 071 07 -` - kip/b adr 700 70 amt 1.42 1.42 D CA 010 0]0 _.. .. 0t 040 010 O1 Loner Inbar:* tamer 000 00 , r' ,. *p(7' tail 0.00 0.0 40150 War 000 0.0 - :. W amt 0.00 00 _-r ;" la OCR 003 00 - O( 300 to/S'2 7 FW c.. 6t1D F .% prR q{rc t +.. cuSSGi l -YL gib B yt CI c�� 11_311 TMP UJB„ Wl51A14S Tint. i t(Fo tor APIA ti 6 Seo 301 BMe&,y S Or AS R.ft.a a cwsrEr '(o c. GRAD Yltt Y • 0) 11) Design Sheet PROJECT IMF stkorTL E- GAuLv' LOCATION MAGNUSSON 11 KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET (TIENT DATE t/t4'I0 BY 1311IC Lowy BW E -t NAMES—cowmtl Eft KATE CJ$) 'RFJfGTlortS L vV : + us -1(1 -7t1 k Bolt -DING NolgN) S$ )c (Quit:ma f SY) FoRtES kr Lor is L 11 - INTIritFPce.5 GoSSET TO BFt j'i TTL WecD tvs.-D..4f4,0 S,O lt�ir( i6gl INS1ac-110/1, s/tb" Ft T- oK Agc4d z. 12.flS rP C.ttlt 1aot I'uaIrr T&t (uK IVO SWI- * Oz) RopS R.rslrr TrzNt,ot{) (6) ELrzslVr siif 33V -e Sls k = `-- 12•Sk�1 6x )•2znt cPrA _ +Wilt = 63 004 "q k/z / 131gS"f-r vhL\f l t �,n ,'l0- 0.5-474kx:S'- q3 coirgo >04%01 DORFSS-10N j=1.49. (r ,P,an') = 1.9" zap \I err 37-N k vet: 5.1k Moo- I•SI.-I� Ago= 66-'7 k Vav q k YAW 5+21-I14 t 1' LS- 3" X Z.S_x F-- ►^J 13F --.inRoo1 %'• Fitdkr Limos` --1>I14900E- (&) I'/q`'¢ ItSStj Gatos' )qiv 0/0 -10p4; pRol?LD►i� �t�L" giSS3 91AITE OCBF Gusset Plate Design 0509 Wren plea 0.q,ge ana d ern S4w1i Chalon Petern.Me 'Fre 0.. Bao. hen Or Seam ndn M) Y (n) ND CMwer 0: JIL earl Wer3W e.02dbn eche awe ss.9b era sen twee mantra bas to bearecolorradeserts nm.r.en r eulder d gm..t pry In bow Oman. Prepare.: Fr. pe.. F. w.. 0r pa* ptee .0.00.0 yield 45er9111 W pound pl. Monate Vold Menge Boma ICA*, Prepare..: Owes 2 On) dace 7.93 (n) Val. ERN 1411 Bean Depth Cduan 04501 Yea bcbrd beam prude reaction 30�p e0 tesncome 42 Or) 7 On) 0.340 (b) (M) (49) 0.048 OW) Opp) Oa9) Sec /ten Ft. ea. `.a L. PP Ly, PP cur Tmar r.lererce b brace eec00n aepalle. 04.3 1)2202 Perm/..: (b) 4... -V-a'gue n") GtC weld 024 (n) *WOW* b wan an ace brew 01500550 wad .u. MMd 14401110 War brace 0e. brew lo passe pHs. wad see ~zoned lenge epme Ousel bdplu ebb.. ern Goer WWI Wow eaten ea* peer thickness -- b column Meld .G. 303 Bra Bbd Mew Bow Shear Mr 040c10y BCR Brame to Gement Weld Geary DOR Owe. Tension Yield Goa.* Q Mug.. C01 Ower Q Pope - Br0 IN -nor. Ong. Ow* WO Oinsol Capacity Dpi Ona.l Medi (Wear 05 0.BFA, Cede OCR Mewl Brr130 101 Fe Fre Capacity DGR Neel Ede. Webeby Lwbn Loa 2 Leo 3 lac• Bra 505*e. L.u9B Loo l Lot 2 Lon 3 Loo• Upper 1t2 201.5 025 Low 02) 00 0.00 2222.7 bb 0.33 0.00 35-7 51.3 30.0 10.2 4.1 102.7 020 0.00 4.0 1.0 1230 150.0 156.5 0.30 20 32 207.1 790 2003 036 0.2 0.07 102. 27.3 (0.9) OHO (41.2) (n) (0j) (0t) 022) MO) OV) MOO Rear O.e.r CalorOde upper Upon OK FU 72.4 -72.4 FL 00 00 04 Vu 5011 VL 14 Rbean 500 -00.0 42.2 -.2.2 0.0 0.0 0.0 0.0 OD 0 VERT 1W1ERFACE: e a •D •.0 23.0 -00.9 -2332 LC 23.0 VOp. 50.0 Q Y 2332 UPPER PORION: 0( (0.d) CO) (149) 0/0) Dep) 0.00 0( 232 (0r) 04.3 (10) 0.0• 0.00 OK L/1 L F. yF_ 521 0.07 10.0 1215.5 OK 47.50 025 1.0 151 DK 5.04 (n) OK 57 On) 04. 111 Mater. Mrd b Ibrmsr ter ener (/.teed) (typed] Feel Weld Ble 1 40 Nbb.W 0004 b Nall. e071w.r (2 rd•d)0• no Val Wow) Feet Weld 512e 1 /10 9046.00 60blCabew Web (l0 eel* 0.050(49) (dad Of 770/ pMaO,dGob V.d assured trough e/ 6 d0) Ybrlew 00 d Callen Web De Chep) 0,115 (n) (cheek 01640.2w cap n5d.nb.bead.1=212 ) 0Tb/o.e m d Ca.On tab On Gob) 0.047 On) Jd.d of 0..00.E sheer wp.dy) Brew Nr 04990n R.9e00 Mer u Mn Cpdy DOS Upper Lan 7.0 07 507 2202 0.33 (0P). (d) 001 000 OK Lacer Menace bbr mar anew w del D ui LOu.d VCU e au n Q NCU YW 11&) V00 NBU 210 03.7 1.0 20 -22 42 177.5 37.. 0.1 -12 21.0 -03.7 10 -2.0 2.2 +2 -177.5 -37w -0.1 .5 LOWER PORTION: 50. 00 00 • 0 O RQ 01C& 118E VEIL 118E 1.0 1.0 2.0 -2.0 0.0 00 0.0 0.0 OD 00 0ENIRAL PORnOw: Vrnid Wind roma Say WW2 0406.54 Fa Mew m4r,e.O wow. manger DCR 5.1 0.2 •.0 00 0.0 00 00 00 0.0 0D -61 042 ..0 0.0 00 0.0 2.56 2.50 2.0• 2.04 1023 10.23 1059 10.50 0.40 040 Weld bard oa Pea Mound 17eae 0.802 0202 560 010 Cpar demi OCR 10.10 3.05 0.20 5110 15.10 355 0.20 Weld bed en 125 5 .any lsa. Oeel11' d.nwld DOR 0.000 0.0D3 13.02 320 023 Upper bterbc. M..n 2.07 WW1 .Chem msl Det 041 1000 1.04 0..1 0.00 00o 000 moo 0D0 13.02 320 0.23 207 041 1009 I.04 0.41 0.00 0.00 0.00 0.00 000 M9 4.0 90 00 Np 40/0 00177 054 Kai OK OK 0) OK • • 50 40 30 20 10 0 Y t0 20 SD 40 50 -10 -20 .0 -0o 303 Bra Bbd Mew Bow Shear Mr 040c10y BCR Brame to Gement Weld Geary DOR Owe. Tension Yield Goa.* Q Mug.. C01 Ower Q Pope - Br0 IN -nor. Ong. Ow* WO Oinsol Capacity Dpi Ona.l Medi (Wear 05 0.BFA, Cede OCR Mewl Brr130 101 Fe Fre Capacity DGR Neel Ede. Webeby Lwbn Loa 2 Leo 3 lac• Bra 505*e. L.u9B Loo l Lot 2 Lon 3 Loo• Upper 1t2 201.5 025 Low 02) 00 0.00 2222.7 bb 0.33 0.00 35-7 51.3 30.0 10.2 4.1 102.7 020 0.00 4.0 1.0 1230 150.0 156.5 0.30 20 32 207.1 790 2003 036 0.2 0.07 102. 27.3 (0.9) OHO (41.2) (n) (0j) (0t) 022) MO) OV) MOO Rear O.e.r CalorOde upper Upon OK FU 72.4 -72.4 FL 00 00 04 Vu 5011 VL 14 Rbean 500 -00.0 42.2 -.2.2 0.0 0.0 0.0 0.0 OD 0 VERT 1W1ERFACE: e a •D •.0 23.0 -00.9 -2332 LC 23.0 VOp. 50.0 Q Y 2332 UPPER PORION: 0( (0.d) CO) (149) 0/0) Dep) 0.00 0( 232 (0r) 04.3 (10) 0.0• 0.00 OK L/1 L F. yF_ 521 0.07 10.0 1215.5 OK 47.50 025 1.0 151 DK 5.04 (n) OK 57 On) 04. 111 Mater. Mrd b Ibrmsr ter ener (/.teed) (typed] Feel Weld Ble 1 40 Nbb.W 0004 b Nall. e071w.r (2 rd•d)0• no Val Wow) Feet Weld 512e 1 /10 9046.00 60blCabew Web (l0 eel* 0.050(49) (dad Of 770/ pMaO,dGob V.d assured trough e/ 6 d0) Ybrlew 00 d Callen Web De Chep) 0,115 (n) (cheek 01640.2w cap n5d.nb.bead.1=212 ) 0Tb/o.e m d Ca.On tab On Gob) 0.047 On) Jd.d of 0..00.E sheer wp.dy) Brew Nr 04990n R.9e00 Mer u Mn Cpdy DOS Upper Lan 7.0 07 507 2202 0.33 (0P). (d) 001 000 OK Lacer Menace bbr mar anew w del D ui LOu.d VCU e au n Q NCU YW 11&) V00 NBU 210 03.7 1.0 20 -22 42 177.5 37.. 0.1 -12 21.0 -03.7 10 -2.0 2.2 +2 -177.5 -37w -0.1 .5 LOWER PORTION: 50. 00 00 • 0 O RQ 01C& 118E VEIL 118E 1.0 1.0 2.0 -2.0 0.0 00 0.0 0.0 OD 00 0ENIRAL PORnOw: Vrnid Wind roma Say WW2 0406.54 Fa Mew m4r,e.O wow. manger DCR 5.1 0.2 •.0 00 0.0 00 00 00 0.0 0D -61 042 ..0 0.0 00 0.0 2.56 2.50 2.0• 2.04 1023 10.23 1059 10.50 0.40 040 Weld bard oa Pea Mound 17eae 0.802 0202 560 010 Cpar demi OCR 10.10 3.05 0.20 5110 15.10 355 0.20 Weld bed en 125 5 .any lsa. Oeel11' d.nwld DOR 0.000 0.0D3 13.02 320 023 Upper bterbc. M..n 2.07 WW1 .Chem msl Det 041 1000 1.04 0..1 0.00 00o 000 moo 0D0 13.02 320 0.23 207 041 1009 I.04 0.41 0.00 0.00 0.00 0.00 000 M9 4.0 90 00 Np 40/0 00177 054 Kai OK OK 0) OK • • • OCBF Gusset Plate Design on Uhn5 4305484. had10ry01 d Man assmalesleslaohaestessa • Marto: L550011 sl.si>s: Plat ebamCbocb: AW New Nor 1 0.1 Bran IA) Or . WS (h) Shoulder al 3Y anal benafh ltlrbt labor .oar .50105. ladocrontabr Mane b MallooYum terra 50 40 50- 20 niirwn 201111020 hatlr d • bOnce 0 animal -50: Fr. ewer WA O. F., ,•.05101 atom clot worm) ors wart M .Akn.r OW cannon Baa. / Column Prophase.: Owe. 2 (51) 4. 00..215 (5.) Vag. - Anil*. 011 Bann 0.pw 00 p51 2000 0. Mu bca.d b.n,n gravity leac0en m 50 40 50 OD Ubp.r Btw P�na-,�E b 5..c. 51. ndli''o: Sem Ee ai}� Se Nam 1155720275 9, a... 42 Ono Ohne 7 (b) thane 0340 On) L.. PP (5.) Lt. Fe i e . '- Ib) 19 0105 (rad) mamma imam propn,b. F..... se OW) Bram VMh Once 0.55iiu.. Bao zs+ +abn. pa5.1.13pa5 5 Bram Yananhol. Kan bani. Bram angle bban7r64 4473ren Bram Cmbna.bn M..fl T.n.bn C ba. (kb) Tmla U •I.. Dabon ParaaaoMa: L.. 13 (5.) Bled weld • one On) Lei - 15.) BIG) weld • (532) 4 .(51) Lw S l; IF (M) La : N) toe* w (In) GIC wild WO nBram W M hop In to wan, lame unbar brace b parol bbl. .ed .In, Web Web b boar ho Umar bo b wart pkdmd .la lbnbphW Imp d gust Gu.M Mbit a.0i. barn Mart Moya balm barn Moab Pbb N4mo Enna. Block Maar Upon, Loeb ebb Oral Cdctiem B ros Shear Area 112 (5.j Upper T Lbw C Cease) 201.5 kh Low- Lobar - ()CR 0.57 000 05 FU 1070 -107.0 FL 00 0.0 Bram to Ouse. Weld Camay 222.7 lb VU 042 212 D CR 015 000 01 M/ 000 -00.0 VL 00 0.0 Mart Tanaka 55.1d M 00 0.0 GLosal CL Any.'Col 50.5 (d40 Rbern 0.0 0 Coast CLArty. - Ban 510 (do) VAhdv. Anglo 500 (d0) VER10d7ER0A0E: Ga.. Weft 10.2 (5.) a 0.1 0.1 Gun. Area 01 (5.) Lo 101 10.0 040.417 2740 kb VCOL 042 21.2 OCR 0.50 000 d( Y 102 -10.3 UPPER PORTION: Mart Block Shan Lcrp 171 17.0 Aa, 00 (0) VCU 75.3 -753 AO 2.0 (5.') .5.0 1.0 1.0 FIR, 100.0 (47) n 02 -02 0.6FA., 25.0 (NP) 12 -0.1 01 Cagan* 2027 Nb) MCU 0.5 42 DCR 050 000 C1( 407 7.4 JI HOU 007 25.7 Mart 005.5I41. Block Oh.. VDU e0 430 Ao, 5.0 (a) 1®U 52 22 Aa 50 (at) FA, 3250 (kb) LOWER PO5171041: 0.69,4. 117.0 (kb) VOL 00 00 Crotch 5102 (kb) as 10 10 O CR 034 000 OK O 02 -02 MCL OD 00 Mart Buddhas 4Q 0.0 0.0 L 07 (5.) 1181 00 0.0 r 011 (5.) VIM 00 0D KW 107.2 1.BL 00 00 F. 21.0 Fan 21.0 (kb) CORRAL ;GRIMM: Copra) 1214 (SP) Vmid 0.5 21 O CR 000 0.00 OK Iamb 0.0 0.0 MnW 02 42 wort Edo. 13b00117 Locator, L71 L I 4 9, VF. SF. 00 00 Loc 1 20.32 047 05 525 OK SM 0.0 00 Lao 2 27.00 0.05. 1 O 40.5 OK Sha OD 0.0 Lac 5 Loa 4 Bra eboidr Iamb Loc 1 Let I.c3 Loa 1 00 00 kb 100 kb kb Vea. Face fhh.r 4.43 4.43 f0 hloask 017 0.17 1.52 (it) CO( 000.0 11.02 1112 2.15 )5.) OK 1004111. 0.40 0.40 Ell Dot 045 0.43 07.d bland on Pear Demand 1%000 0.050 0050 Nhia 5 Wold b 1lattarrl 5Wbaar14 aided) [001.11 RIM Web Sia 1 (10 Mara Wad b Hoch. sun.«)2 abed) 04 no gee. eaaae) Fib kNdSla 1 Ito ■ bMton 50d Clam W.b(b Brie) 0004 (h) (check dada=away damn Va1.ngno0 hough col tarp) Madman 50 ka Ctlst Webb Sanyo) (d*0 deab*daa opacity of wok Salad on local ped) O 050* 50 ka Cala=W.b Ob red) (chock ofho.ded agar capacity) 0,171 (5.) 0052(5.) Bram Net Seam Runk.. Ant A.5 Goad,' OCR *0. Laws 5.0 (51') 07 (kb) 5.01 (5.) 2170 Nb) 040 000 OK Lowerklbbam What 000 Ono WON 0.00 0.00 .art Ono 0.00 .0x1 0.00 000 OCR 000 000 Sam SRO 5710 C404417 1517 1517 dread 4.15 4.15 O CR 0.32 0.32 Wad bland on 1251 arrow 'dorm 0.000 0.000 C.*0y 1202 15.02 d.md 5.54 5.54 004 0.32 0.40 Upper Mahe 1Mr •11 4.11 kola 0.07 007 them 1026 1015 11*0 1.50 1.00 OCR 0.42 042 kb OK OK I0-5. OK 1 /5. 411/5. ka tai 0( 304 50 40 50- 20 10 -m -10 -to - -20 40 -60 50 10 m 50 40 50 OD Enna. Block Maar Upon, Loeb ebb Oral Cdctiem B ros Shear Area 112 (5.j Upper T Lbw C Cease) 201.5 kh Low- Lobar - ()CR 0.57 000 05 FU 1070 -107.0 FL 00 0.0 Bram to Ouse. Weld Camay 222.7 lb VU 042 212 D CR 015 000 01 M/ 000 -00.0 VL 00 0.0 Mart Tanaka 55.1d M 00 0.0 GLosal CL Any.'Col 50.5 (d40 Rbern 0.0 0 Coast CLArty. - Ban 510 (do) VAhdv. Anglo 500 (d0) VER10d7ER0A0E: Ga.. Weft 10.2 (5.) a 0.1 0.1 Gun. Area 01 (5.) Lo 101 10.0 040.417 2740 kb VCOL 042 21.2 OCR 0.50 000 d( Y 102 -10.3 UPPER PORTION: Mart Block Shan Lcrp 171 17.0 Aa, 00 (0) VCU 75.3 -753 AO 2.0 (5.') .5.0 1.0 1.0 FIR, 100.0 (47) n 02 -02 0.6FA., 25.0 (NP) 12 -0.1 01 Cagan* 2027 Nb) MCU 0.5 42 DCR 050 000 C1( 407 7.4 JI HOU 007 25.7 Mart 005.5I41. Block Oh.. VDU e0 430 Ao, 5.0 (a) 1®U 52 22 Aa 50 (at) FA, 3250 (kb) LOWER PO5171041: 0.69,4. 117.0 (kb) VOL 00 00 Crotch 5102 (kb) as 10 10 O CR 034 000 OK O 02 -02 MCL OD 00 Mart Buddhas 4Q 0.0 0.0 L 07 (5.) 1181 00 0.0 r 011 (5.) VIM 00 0D KW 107.2 1.BL 00 00 F. 21.0 Fan 21.0 (kb) CORRAL ;GRIMM: Copra) 1214 (SP) Vmid 0.5 21 O CR 000 0.00 OK Iamb 0.0 0.0 MnW 02 42 wort Edo. 13b00117 Locator, L71 L I 4 9, VF. SF. 00 00 Loc 1 20.32 047 05 525 OK SM 0.0 00 Lao 2 27.00 0.05. 1 O 40.5 OK Sha OD 0.0 Lac 5 Loa 4 Bra eboidr Iamb Loc 1 Let I.c3 Loa 1 00 00 kb 100 kb kb Vea. Face fhh.r 4.43 4.43 f0 hloask 017 0.17 1.52 (it) CO( 000.0 11.02 1112 2.15 )5.) OK 1004111. 0.40 0.40 Ell Dot 045 0.43 07.d bland on Pear Demand 1%000 0.050 0050 Nhia 5 Wold b 1lattarrl 5Wbaar14 aided) [001.11 RIM Web Sia 1 (10 Mara Wad b Hoch. sun.«)2 abed) 04 no gee. eaaae) Fib kNdSla 1 Ito ■ bMton 50d Clam W.b(b Brie) 0004 (h) (check dada=away damn Va1.ngno0 hough col tarp) Madman 50 ka Ctlst Webb Sanyo) (d*0 deab*daa opacity of wok Salad on local ped) O 050* 50 ka Cala=W.b Ob red) (chock ofho.ded agar capacity) 0,171 (5.) 0052(5.) Bram Net Seam Runk.. Ant A.5 Goad,' OCR *0. Laws 5.0 (51') 07 (kb) 5.01 (5.) 2170 Nb) 040 000 OK Lowerklbbam What 000 Ono WON 0.00 0.00 .art Ono 0.00 .0x1 0.00 000 OCR 000 000 Sam SRO 5710 C404417 1517 1517 dread 4.15 4.15 O CR 0.32 0.32 Wad bland on 1251 arrow 'dorm 0.000 0.000 C.*0y 1202 15.02 d.md 5.54 5.54 004 0.32 0.40 Upper Mahe 1Mr •11 4.11 kola 0.07 007 them 1026 1015 11*0 1.50 1.00 OCR 0.42 042 kb OK OK I0-5. OK 1 /5. 411/5. ka tai 0( 304 I t 305 S3o7 \ \ 10 ) CwS PS \ FM.K1 qtb (40.0 Pa- C -r \ Of eor r> y�j% �l6 Vlb N 1,/ M COV IKcaav�G Rtu- noa DU►,, 5 ZF umet {O" £r steTioR gash l'It -gwt_ChiYL 11) raitt4 cot, wir.g Tc2CG Ah Oak eYisa Yvl2 IKFo heoT SNotJrf •I Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES _ ■ Structural + Civil Engineers PROJECT M,OF fi orrt- _ Gti1.W ( SHEET LOCATION CLIENT DATE sti to BY NI( Lo'W' 8RAea FIZPOWS - COWPIN WY P TS.. (Pi') Reae-no,lI' : \f t +240 k , -123 k 140: 2-5" V. (BDILDIHG Nom) bo k (vi. -1-(c, r --est') oracr-_V kr Gussgir 1v Byscf, IH F = M = 67.3 k Vao=II.6k M8v.Z-b le -u4 Gusset To W4$'E pL4Tt .WED Lor v-11" ' ! . b 4e DI 111SPisc-wv(, %`' Vutz7-3 OIL 4tatOi - 1z 1,SS (y' itag prSisr `7-t(S'TOi/) (b) Rtzswr Affrs isic r b o 1C 1.3F-Ak �,z 612.6 KCI et) rn -- 4)C4 4Lt cut K/Bo is y I /v (6) I'br 4/ F rry &P -40C- /WCKot Runs ' l f_ r_ U�taFrs ? = o.sx T23k.>k,r 401A, 0.1)(94451 x _ _s' = 311 1 -,H > M,, / CPVIP Snort b ,,= 14A -XC (Nr\, )in') = 3.7" 4r4 D -S4 ,; lart5 _ 306 \ OCBF Gusset Plate Design Using . 8 pbb Ova* dqm d bosm pormorN Dwlon PWrtl.br. 54. Brae Mb Or Snout. mm aA 0.70 (8') 1 (n) Cost (D: i 4.1 60.60 rod cikm bar ane. strong 10ducsan Fodor minimum. br.0m b b.wJc lumn 17.8 .nc. mnmum Ypdd.r 08018088 1889 .00008 d 088* Praportloo: '501.9 F. ono„ gun. pl.0 00.175.4 p*M .0.n60 .uawt per olt nor Yt.ld anv51m Bern / CeMnn Peapod.: d.,... 2 (8) dm 0.50 (14) Bann Doott, Column 0.o11 Mr %doral Co. gn it/ 1wc9en 307 Uppr W..w. Propwbs: 54.4113 Sac Nen H557X0.375 Fv 42 (W) 0e .v 7 (n) too 03yr4?0� (In) L, PP i 0g5 (b) L. PP i(0) 19 0.500 (ad) C now (Kp) Tmn (k9) Dt1gn Peres...: Lam„ S (In) BlGO wok) 4N6 (n) . (n) BILI weld OK) 4 -12 (0) Lam, 13 10) L _(n) (err. 116 (0) GIC weld 0148 (n) oIO. o for Nano wcebn pmperb.s F..en. B..8. WW1 &a 1.110ic0n.s0 Kano 5d5nun0co. pint -t -,cin' Brow 7- 4nwsbn. pont b point 5.1.1511. b 11rMon1 Moo.on Bad Comp... M..-0. Brow T.n.bn VAIN 1.5101 b toper Noce 0451005,80.0.40505(40.0 Now..M era Weld 0.85161 to lower 811.8. Dar 0.m b goowtpl4 w.0. sip Horizontal bn991 of put..t Gusty h.18M.bo.e boom Ou.set hdghl Wow born gusset pta0. Wan.. w0wt M. b column w0. s0. 51.9 1I_ Boom elect Sow Broom Shoo A. C.pw88 OCR BI.ea to 04...11WM Goodly DCR Up. Lower 112 (6') 2016 109 038 000 222.7 050 819 000 Ousel T.rat Weld Gus. CL Aryl. - Cd 35.1 IOW) Com. CL Anglo - 501 51.0 (dog) WWW. Any. 30.0 (deg) VERT INTERFACE: Gueeel whim 182 (14) Go. Ana 4.1 (n) CprNy 152.7 19 OCR 001 0.00 OK M 25.5 UPPER PORTON: Bos Ph. Demand CelouMecn Upper? Up.0 Lore- Law. - OK FU 1110 -111.0 FL 00 0.0 VU HU VL HL RN." 87.3 417.3 05.5 0.0 0.0 175.5 0.0 0.0 00 0 Lc VOOL 0.3 15.0 57.3 011...1 Block She AO FAH 0.8F„A. Goodly DCR pA..M 000514. Block She AO Fq. 0.6F„A,. Caorey DCR Clow* &Wang Kgr F. Fa Capadty DCR 04..44 Edgo StabNty 100.800 Loc 1 Lac 2 Loci Loc 4 Wow Should. L. 531 Loc 1 Lco2 Inc 3 Loc 4 40 1.9 123.0 1500 105.5 0.50 2.0 33 215.7 75.0 2086 0 54 40 007 512 43.4 30.0 1253 097 (6') (n') (k9) (Ko) (819) 000 (ka) ONN 000 OK L/t Lib F. 7Fe 1017 030 27 032 OK 20.35 0.81 43 30.7 OK 1.14 (n) OK 102 (0) OK 11111 1110*.. Weld to Notlm8M MN. .0..d) Iipleol) FTMWSM Sb. 1 (10 Ylnknun W.M b Roel:_ 5681181 (2 Md.4) M no goo. tow) Fgel Wold Sba 2 146 Nina. 50 W Ct.nn Web (b ergo) 00.15 In) (ohdt doom wp.city drab. Verta...0 0a901pd 0.nw) NNW. 50 W Ct.w1 Wttb WNW) (duck d.a0.Hsh.rwprJry d.0., Woad oolong pook) Mk.. 50 W Co0nnn W. (b v.) dock of bo -shed show capacity) 0.225 (n) 0108 (0) 58. 8 N. 5.oSon Rupho. UN. Loren Anel 70 (0') U 0.7 (Hp) ABR 507 (n') CoMION 2206 (k9) DCR 0.50 0.00 Lw.dr VCU .814 rs HCU Mal HOU V8U MOW 13.0 75.7 1.0 0.7 .05 12 186 67.3 116 2.8 LOWER PORTION: VOL .N 6 HOL MCL HBL 801 MSL 03 15.0 417.3 13.0 -75.7 50 41.7 0.5 -18.5 417.3 -11_0 0.0 0.0 Soo 1.0 0.7 -0.7 00 0.0 00 0.0 0.0 0.0 CENTRAL PORTION: Vm. Mn. Hind 5F0 Sty 51.466 Va5c.1 F.8. fah. /nW.p.M schen a.ad,pW DCR 00 0.0 00 0.0 tt6 -110 01 -0.1 12 -12 0.0 0.0 00 00 00 0.0 582 552 000 0.05 23.20 2320 2.76 275 0.00 0.00 W.kl booed on Pot 8.a.td 7�wn 0.117 0.117 Silo C.wcily demand OcR 5115 14.20 5.05 0.41 5/15 14.21 560 011 Weld brad on 1.251 moorage d. 19,.0 0.000 0.000 Capacity Wound OCR 13.02 7.26 0.52 UN. NOW.. AN. 5 01 Wool 1.08 S01 22.44 .poi 4.32 DCR OK Loos WINN.. W.. 40.1 ash. saeel OCR 13.92 7.28 0.52 5.8 1.06 2244 4.32 067 0.07 000 0.00 000 000 0.00 0.00 0.00 0.00 0.00 0.00 Ko Wow b k9 14 Kohn K p/0 k9 819-14 N9 N9 kb -14 819 (p l'n Od K P -0 199 819 k9-14 819 k4-0 k9 149 OK 819 GK Kp - n OK 4* in kb/n W W OK 14 Kohn O 9.714 OK 6 K ol14 K ot / b OK Rohn 819114 Id OK Kohn lop W w OK oislo • • •) t•IIA eo ehsE Pt P MSG S'T v U 1 ti ti d (in, Rte,.. f04-- root 1410 CP IV 41PWE$ Ti -lx WW1 -5' LJ/ SID 4uu13 - e:;' -°'J O[M1%It tram._ GurreT cap 0E13 r (Z) Vt4u l t RICK( GILIK- 4R-c#t�-6'' Pa 1`• 64) (4) WO risme 412.04- Aff S c ort 308 • • MAGNUSSON KLEMENCIC ASSOCIATES IS 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.8 TASK 8: DESIGN THE DIAPHRAGMS AND COLLECTORS Diaphragms and collectors are designed for the forces of ASCE7-05 12.10.1.1. Additionally, collectors and their connections to resisting elements are designed for the applicable Toad combinations including amplified seismic loads per ASCE7-05 12.10.2.1. The main diaphragm is analyzed and designed for X -direction forces as a simple -span beam spanning from the braced frame at Grid 1 to the braced frame at Grid 6.The required shear capacity of the metal deck is calculated assuming a uniform distribution along the length of the support and the required allowable shear capacity has been provided on the Roof Plan (S-203). The roof edge beams at Grid A and B are checked for the diaphragm chord forces. The diaphragm bracing at the roof skylight is included in the SAP2000 analysis model to determine the forces present in the braces, which are designed for amplified forces. The edge beams at Grid 1 and 7 are designed as collectors to transfer diaphragm forces to the braced frames. For Y -direction forces the main diaphragm is designed to span between roof edge beams at Grid A and B. These beams are designed as collectors to transfer these forces to the braced frames at Grid A and B. The diaphragm at the lobby roof is designed for X -direction forces as a beam supported by springs at the East and West braced frames. The diaphragm shear capacity of the slab on metal deck is calculated assuming a uniform distribution along the length of the support and the allowable shear capacity is checked based on the minimum number of studs and depth of concrete provided in the drawings. The shear capacity adjacent to the slab opening is checked for the reduced diaphragm width at this location. The chord forces require steel reinforcement to be placed in the concrete slab. For Y -direction forces the diaphragm is designed as a cantilever supported at the North at the braced frame with the resulting moment resolved into horizontal reactions at the two North-South braced frames. The diaphragm shear and moment capacity is not controlled by forces in this direction. Collectors along the North edge of the diaphragm are designed for amplified forces to drag these forces to the East-West braced frame. The following pages contain: • Main diaphragm design • Collector design at the main roof • Lobby roof diaphragm design • Collector design at the lobby roof • The design of selected collector connections Structural Calculations w Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 309 Design Sheet PROJECT 1,40F S tOTTLE. GA L -LE ? SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 7/IS/iO BY 8j.11( 310 jzooF DIR'PHISAGN X-1)117crioN Wys c)p` Lw? - t" 7F( ti(k-Fs) v(k) x �F; w $ 4 C.E.7-os �2•l0•� "Fr.= rx 2 Yk -sk _ REaA 1b'gwRFlGM- SWEAR si1ZF.4crq IS — -13771-F -0-WV*: lEcK wag Awno4aLE. ThERR CPO ry > o.7X 1377 P F = 9611 p� +ASSUNV_ nio te4r DISTR.(BDTEt 1-y G3Eii,Jl!-FJ-/ 14141'40-Ct SEM oNS Ni= P ('l -?J,.759 Pv, p,4-PZ=o Ni-0-s,rat : 2611 V -Fr WI lxS3 " _ 1.....— WPM° . I Lit Az 7.6.s it41 itZb-�s� X 4Z,s, X —). = 141 k ` TKIS Foxe_ lS Wm- - Tv THE DRAG col -L Tort (zaoexm 14 ?NE. y-bigte,Tim MD )4 LED 7D UP5 ZE— RoDF IJ(3E gEAM.s • Design Sheet 411, PROJECT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE BY UPS'►z- RAS AT SKVUGHr EDGE oli_ 1,126VM E.. HOIZ4Zon(1►"FL 1317-4eANG V VWuIOF f& COI nN0OS' SHEAR_ 1RAlis'Fr R aueorj 310(mbirl ti)ESE INE. KoRwN i A L grt►tctrtG Ri-4.o►> TS S t1a S'i4s Arift YS1f t D.7 S'' L5-4 ?l{= = p -3K k k CN HS�b+w.ts� ►J/ 1.` 11 .33 mob° -rr .wt_ ►{-s - 4'41. qs-q k (kL_ o.sx 29.33 r) tow:. a WacP4v Qr C1 T.G,ae At. #6.2_,,t-- o gKgz_ kS1 K 7.75 ir/ 24 )1 fr-FT 10.27>0.2 -4> 0.27t x5 0,y,41.0 01 VA -14041.2A S1ff4 & `rrWST i g \- 9b.1q k = 134 p> —k `�n�-'- o7'`g39 PIP = 6S8 P•F - TO 2 b V= 1$.2 . = 3o7 ft -4 q„ >_ 0,7} 307 eu 311 31 SAP2000 7/19/10 10:51:24 \JEi- '0\ li Gil. BIS Fo -S Vbbtz-c-- og -MOP" FoRcEr corp DE, tFSiG(� SZBi k•Fr- FoRcsC Cl -C (@ EBGF_ VMS t i'= � — s'ssk ti SO V� AP2000 v14.2.0 - File:10_07_15_MOF Shuttle Gallery Lateral Model_Staged_roof opening - 3-D View - Kip, in, F Units 0\ Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY `�-PIQ@GTIo = 2:7& lo k/ r s' t M�= _ 3soy k -Fr '/o. YZc-fs9 CZE0.1) la\AfHI Aam SpIEau, Swer46111= 'Lk = q 1 Z 1A -c ISi3•S' —a Tizooto€. ucv w+ L l u ilwne� F Sit EN C4pAG'r(Z 0.7x qlt !t = 631 Ptd Ti SWrite. taw+FJCr b srw 6urE-b Ea n uy l�rr�Wf-,F�k{ s "SUR -DTaalO1kC,w 9M W Tl 172-1)PS'Eg FtY OPS 3c50. 1< -Fr -P' S)..25( .3, - 2b k evos 7'1) Non ov. 111k5 wiz f{S Tr SFAS 4O WA— FOP- Cz IF¢C\11AS'F C1WRa knee at+Et fad Rue) c Took AO.GcFJ4 r S.s-UoPtMbtu., mg -1!1 w%in /// =2.16 yfr Low- 313 Design Sheet PROJECT MOF slivrra, Ghtugy SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 7/13/10 BY BH l( Ty'PIcht- po0F 1 DGE. BOA - Cou-EtTop-1>FSI8%I 'DESIGN AS '1)120 eLemcir uSIt{G AMPLIFIED gremc WADS (AS -c67 -os- !2.10.2.1) 1_= 32'-0" ROOF •pugtAN a W�=b'x1 FF=o-Ilk/Fr = 11•1117't 14 p3F=0.21K/Fr ws-=6x2SPSF. o•Is- IF/Fr 11-1117fit?SPCP 0.11 ti/Fr El) GE- i3EPriit, Garavrry LoF}1)5: • wo; who y.917x1GI: o•oityFr -a ' £=6'x►Q = O•11IL/Fr &.' 44R17'K 25PS'F - e".12-3 Fr EDGE OIEPOK S EISlMtc- Loft7S e ws b'x 251' o- ls'yyr ;tfsEE 4TTPaHEZ R1z. Weep RzAlti . 1RE rlaiiT -1>111%, RC O) = J t3.6 k Z; 7s. - t f 361,2-4. 52.1),2 : l bs k 169 k X s encs x Cvs 11.5-- '1 k soy tug,- 16$kx -5 y,,, 32' 1.0sir(Fr • w,$ wo=S1i'xIsP = 0•1lyrr tor: s-�j',c 2f PSSt o,Iif i 0 N 8b'SL iZ'0 8b'0 66'EL 80'E8 >89'SL >ZI '0 X90'9 >175 'S N 'O N ZS'0� 315 316 o 2 0 0 c`.! •-• 0 ._ o CD CD -o co u) o -J CC 0, N N O J W 0 111 2 0 0 (NI c�) 0 m° v ca u) m Beam: M1 .l3hape: W14X90 Material: A992 Length: 32.009 ft I Joint: N1 J Joint: N2 LC 4: 1.2D+OMEGAE+1.0L+0.2S Code Check: 0.861 (bending) Report Based On 97 Sections Dy -1.528 at 16.005 ft in Dz in 265.892 at 32.009 ft A lig k 207.287 at 0 ft 23.866 at 0 ft Vy r t -- , k -22.341 at 32.009 ft Vz k Mz T k -ft -275.196 at 16.005 ft k -ft My k -ft 10.034 at 32.009 ft 7.822 at 0 ft ksi 23.173 at 16.005 ft fc ksi -23.173 at 16.005 ft ksi AISC 13th LRFD Code Check Max Bending Check 0.861 Location 15.671 ft Equation H1 -la Bending Flange Non -Compact Bending Web Compact Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 541.611 k 1192.5 k 272.526 k -ft 573.314 k -ft 185.064 k 556.697 k 1 Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y Lb 32 ft KUr 103.896 Sway . No L Comp Flange Torque Length Z -Z 32 ft 62.542 No .5 ft 32.009 ft 0.129 (y) Oft L1254 Non -Slender Non -Slender 319 Beam: MI Shape: W14X90 /Material: A992 Length: 32.009 ft I Joint: N1 J Joint: N2 LC 5: 1.2D-OMEGAE+1.0L+0.2S Code Check: 0.447 (bending) Report Based On 97 Sections Dy .026 at 0 ft -.76 at 16.005 ft in Dz -199.922 at 0 ft A NE k -272.566 at 32.009 ft Vy 11.666 at 15.671 ft -12.245 at 16.005 ft k Vz Mz T k -ft -158.739 at 16.005 ft k -ft My fa -7.544 at O ft -10.286 at 32.009 ft ksi 13.366 at 16.005 ft fc ksi ft -13.366 at 16.005 ft 320 AISC 13th LRFD Code Check Max Bending Check Location Equation 0.447 16.005 ft H1 -1a Bending Flange Non -Compact Bending Web Compact Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 541.611 k 1192.5 k 272.526 k -ft 573.314 k -ft 185.064 k 556.697 k 1 Lb KUr Sway Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y 32 ft 103.896 No L Comp Flange Torque Length Z -Z 32 ft 62.542 No .5 ft 32.009 ft 0.066 (y) 16.005 ft U497 Non -Slender Non -Slender Beam: MI 7 Shape: W14X90 Material: A992 Length: 32.009 ft I Joint: N1 J Joint: N2 LC 6: 0.9D+OMEGAE Code Check: 0.757 (bending) Report Based On 97 Sections Dy -1.171 at 16.005 ft in Dz in 266.948 at 32.009 ft A 01111 k 206.087 at 0 ft Vy 18.454 at O ft --� k -17.578 at 32.009 ft Vz k Mz T k -ft -208.181 at 16.005 ft k -ft My k -ft 10.074 at 32.009 ft 7.777 at 0 ft ksi 17.53 at 16.005 ft fc ksi -17.53 at 16.005 ft ksi AISC 13th LRFD Code Check Max Bending Check 0.757 Location 15.671 ft Equation H1 -la Bending Flange Non -Compact Bending Web Compact Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 541.611 k 1192.5 k 272.526 k -ft 573.314 k -ft 185.064 k 556.697 k 1 Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y Lb 32 ft KUr 103.896 Sway No L Comp Flange Torque Length Z -Z 32 ft 62.542 No .5ft 32.009 ft 0.100 (y) Oft U332 Non -Slender Non -Slender 321 Beam: M1 Shape: W14X90 aterial: A992 Length: 32.009 ft I Joint: N1 J Joint: N2 LC 7: 0.9D-OMEGAE Code Check: 0.338 (bending) Report Based On 97 Sections Dy .026 at O ft -.404 at 16.005 ft . in Dz in - 201.122 at O ft A k .111 - 271.51 at 32.009 ft Vy 8.145 at 15.671 ft -8.544 at 16.005 ft k Vz k Mz T k -ft -91.723 at 16.005 ft k -ft My k -ft fa -7.59 at O ft - 10.246 at 32.009 ft ksi fc 7.724 at 16.005 ft ksi ft -7.724 at 16.005 ft ksi AISC 13th LRFD Code Check Max Bending Check Location Equation 0.338 16.338 ft H1 -la Bending Flange Non -Compact Bending Web Compact Fy phi*Pnc phi*Pnt phi*Mny phi*Mnz phi*Vny phi*Vnz Cb 50 ksi 541.611 k 1192.5 k 272.526 k -ft 573.314 k -ft 185.064 k 556.697 k 1 Max Shear Check Location Max Defl Ratio Compression Flange Compression Web Y -Y Lb 32 ft KUr 103.896 Sway No L Comp Flange Torque Length Z -Z 32 ft 62.542 No .5 ft 32.009 ft 0.046 (y) 16.005 ft L1922 Non -Stender Non -Stender • • • Project: MOF Shuttle Gallery Reference: Roof Edge Beam Date: 7/13/2010 Engineer: BHK Design Forces LC 1.2D+OE+1+0.2S Mu,x 3302.4 kip -in Mu,y 0 kip -in Pu' -266 kips Lb 384.0 inches 'negative for compression, + for tension Beam/Column Size W 14X90 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in ¢c 0.9 in^4 4t 0.9 in43 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 0.1 in k-flex,weak 1 in Calculated Parameters Member Properties A 26.5 in^2 bf 14.5 in tf 0.71 in d 14 in tw 0.44 in 1 4.06 in^4 Sx 143 in43 Sy 49.9 in^3 ly 362 in^4 ry 3.7 in rx 6.14 in rts 4.10 in Ix 999 in^4 Cw 16000 in^6 Zx 157 in^3 Zy 75.6 in^3 bf/2tf 10.2 h/tw 25.9 Flexural Properties Flange Non -Compact Web Compact LP 157 in Lr 433 in Mp,x 7850 kip -in Fcr 3290.5 ksi Mr,x 470540 kip -in Mn,x 7850 kip -in Mn,y 3780 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 63 kly/ry 104 Fe 26.6 ksi Fcr 22.7 ksi Pn 602.8 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4 Mn,x 7065 kip -in 4>Mn,y 3402 kip -in 4Pn- 543 kips ¢Pn+ 1193 kips Interaction 0.906 Mu,x/+bMn,x 0.47 Mu,y/Mn,y 0.00 Pu/4Pn 0.490 Beam/Column Design 2 3 Project: MOF Shuttle Gallery Reference: Roof Edge Beam Date: 7/13/2010 Engineer: BHK Design Forces LC 0.9D+DE Mu,x 2498.4 kip -in Mu,y 0 kip -in Pu' -267 kips Lb 384.0 inches •negative for compression, + for tension Beam/Column Size W14X90 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4.1) 0.9 in 4c 0.9 inA4 4t 0.9 in1'3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 0.1 in k-flex,weak 1 in Calculated Parameters Member Properties A 265 in^2 bf 14.5 in tf 0.71 in d 14 in tw 0.44 in 1 4.06 inA4 Sx 143 in1'3 Sy 49.9 in^3 ly 362 in^4 ry 3.7 in rx 6.14 in rts 4.10 in Ix 999 in^4 Cw 16000 in^6 Zx 157 in^3 2y 75.6 1n^3 bf/2tf 10.2 h/tw 25.9 Flexural Properties Flange Non -Compact Web Compact Lp 157 in Lr 433 in Mp,x 7850 kip -in Fcr 3290.5 ksi Mr,x 470540 kip -in Mn,x 7850 kip -in Mn,y 3780 kip -in Axial Properties Flange Non -Slender Web Non -Slender QS 1 Qa 1 Q 1 klx/rx 63 kly/ry 104 Fe 26.6 ksi Fcr 22.7 ksi Pn ,602.8 kips 324 Summary of Results Flexure major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK ¢Mn,x 7065 kip -in ¢Mn,y 3402 kip -in tj)Pn- 543 kips cpPn+ 1193 kips Interaction 0.806 Mu,x/4Mn,x 0.35 Mu,y/Mn,y 0.00 Pu/4.15n 0.492 Beam/Column Design 0 8/10/10 12:24:12 0 0 0 N • 3+ in SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_Iobby BF - Frame Span Loads (DEAD) (As Defined) - Kip, ft, F 325 O r O 0Ams 326 0 c0 • N 0 (1)Z w m 0 J CO 0 0) E co w w m a 0 w m w -o m v 0 EI 4-4 co! -o J (o a) L LL 0 ao I O ci LL O• O N a O r 00 0 0 341 • +4; tn c+0 tes SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East El _lobby BF - Frame Span Loads (Collector) (As Defined) - Kip, ft, 327 0 0 En 328 • • 1) O 0 0 0 SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_ Staged_ modified East El_lobby BF - Moment 3-3 Diagram (DEAD) - Kip, ft, F Units 329 8/10/10 12:30: w M 0 0 0 330 331 Project: MOF Shuttle Gallery Reference: West Roof Edge Beam Collector Design Date: 8/10/2010 Engineer: BHK Design Forces LC 1.2D+p +L+0.2S Mu,x 713.04 kip -in Mu,y 0 kip -in Pu' -27.8 kips Lb 684.0 inches negative for compression, + for tension Beam/Column Size W27X94 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in ib 0.9 in is 0.9 in^4 ¢t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 0.21 in k-flex,weak 1 in Calculated Parameters Member Properties A 27.7 in^2 bf l0 in tf 0.745 in d 26.9 in tw 0.49 in ksi 4.03 in^4 Sx 243 in^3 Sy 24.8 in^3 ly 124 in^4 ry 2.12 in rx 10.9 in rts 239 in Ix 3270 in^4 Cw 21300 in^6 Zx 278 in^3 Zy 38.8 103 bf/2tf 6.7 h/tw 49.5 Flexural Properties Flange Compact Web Compact LP 90 in Lr 149 in Mp,x 13900 kip -in Fcr 99.1 ksi Mr,x 24091 kip -in Mn,x 8944 kip -in Mn,y 1940 kip -in Axial Properties Flange Non -Slender Web Slender Qs 1 Qa 1 Q 1 klx/rx 63 kly/ry 323 Fe 2.7 ksi Fcr 2.4 ksi Pn 66.8 kips 332 Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK rbMn,x 8050 kip -in ¢Mn,y 1746 kip -in 60 kips On+ 1247 kips Interaction 0.541 Mu,x/4Mn,x 0.09 Mu,y/Mn,y 0.00 Pu/4Pn 0.462 Project: MOF Shuttle Gallery Reference: West Roof Edge Beam Collector Design Date: 8/10/2010 Engineer: BHK Design Forces LC 1.20+pE+L+0.25 Mu,x S46 kip -in Mu,y 0 kip -in Pu• -24 kips Lb 288.0 inches • negative for compression, + for tension Beam/Column Size W14X68 Input Parameters E 29000 ksi Fy S0 ksi G 11200 ksi Cb 1 in 4,b 0.9 1n 44c 0.9 in^4 (Pt 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 0.5 in k-Rex,weak 1 in Calculated Parameters Member Properties A 20 in^2 bf 30 in tf 0.72 in d 14 in tw 0.415 1n 1 3.01 in^4 Sx 103 in^3 Sy 741 in^3 ly 121 in^4 ry 2:46 in rx 6.01 in its 2.80 in Ix 722 in^4 Cw 5380 in^6 Zx 115 in^3 Zy 36.9 in^3 bf/2tf 6.97 h/tw 27.5 Flexural Properties Flange Compact Web Compact LP 104 in Lr 300 in Mp,x 5750 kip -in Fcr 130.4 ksi Mr,x 13431 kip -in Mn,x 5315 kip -in Mn,y 1845 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 48 kly/ry 117 Fe 20.9 ksi Fa 12.3 ksi Pn 366.3 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,x 4783 kip -in 4>Mn,y 1661 kip -in 4 Pn- 330 kips QPn+ 900 kips Interaction 0.151 Mu,x/4iMn,x 0.11 Mu,y/Mn,y 0.00 Pu/4Pn 0.073 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers PROJECT ►N,Or CI{UTrt-t" G 11AY:Ry SHEET LOCATION CLIENT DATE 7/10o BY 131-1K 334 LoBBy ptrpFIRRGnt DESIGN Xotte-toN w.� Il4 t�q � 90 v(k) 171 r• w�= 1.5 t`/- r *TM AME -7-05" 12.10.1 F,x= zwi w ko•7k RSA ImPHRAGn1. EAR 1,zE.(eT1j = REQ cMO I �-i-tcn( 0' • 17.q k % ibZb 111 r'r - 1D\►D - 1+9PrOZA 1+', Wm{ /Ft-lAwR13i-F-- 11CliVi - able -(r7 10;7* IbIS Pte= WJO ' tl 72k 7`2k - 0,I1i oft -p2oV1b - 0)t `i BAR 4 F7 CALt.F�roR ems►Gti I * ,4rw 'L coukp-roR PRc-Es -PER_ ASCC-7-0s' 12.10,z.1 AT tOESUM = 2.0 • I4.q k z 3s.8 k1. ►-- 0.s4s W b•sto-ggi n{:x Jyotb fn.( 3605-115-r SligpfK Sub 57Rxticalf , Nu 4 _ = 17.2 k IZRP�4ra. LO�0.6•0.4411W" 65- /SAN+ 2-0" LOX SPAGNG --) Egn-.. tan tl x = O-Qx I7.zk* 10 crops = is -14 k 30.8 k J ?= ' 38.$ k �D' O.bly{Zit%�-.�{�•L J# -T w= 9610 k -Fr ms= 0.1C)04`71-- 13I -r-r - r4(1.2to.2Sw)lit9t,+f-oM.,,.r-O.ZrAr= OCSk--Fr • )u= sk IY 11ari o14ova for corer - sFAvtkiitsioti Design Sheet ' ? MAGNUSSON KLEMENC1C • PROJECT • ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE BY * BF s R, = 2.0,k 1-2-Z L q.6 k 21-0" MA)( SPC I4 -* 4'P act. 17.2 kx 3 = 46.c k > NIi.6 k ✓ Pr=tul'l�blc AAnn "''k1.�8 = o'Wy ► S -T 10.$3'2/8 _ 77,5 14 -1? -1 /•1D1. MS : Wr cm' lc/K'r 10. 3' v-04 CA WY— b1AiV102-PPIA �1 - CfW1 i (@ Imp °PF -1146 INA Hl iGult WUrn{ = 5'-7" Vo = h.9 S. Sb, : 37-07 pLF To=1•0� _' 4I.bk 2ta,rpt )01470. r= 13'i k-14 —lb MI ALLOW4OL,E• 5«rl�tg4GM . S1ie42 WW1= o4i 3707 Plr Zzys" 335 Design Sheet PROJECT SHEET MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY 336 y-rbtR.E.CnoN $ 8F Sz Asct✓7-os 12-10.t * oiR 5 T►lG 4 CO{Tn-ou-co X-D1t-C11a4 CI{OG-A o?fzru1GTr( coil -you -fez x-nTRf_CXtori causi.CToR TGt{ .voniufi CoweczoU 'PER A5e-7-or wssraMikrir_ 1)1041404- tf t.q&i't- Forte_ s 4ccc zx'D4 6 TD AtIRts1(t`4C,Ivy Alt# &' o1Z 1 L, 1)6 = o. 62X L=161 qui) 441 = 0.9 w17:2-1/5-01,4= q210 toq-cf k2 -/r= 5b sibv, ole, gy th(Pgc7icrf SIQ01"' /v= 57-1(x coS 20.c( '14 . it_ 2- e'cr WtOcZb .a kyr, 'Ts. % et P4-7.-. P, try t2.lo.Z-1 • • Design Sheet • PROJECT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE BY 001-1.E-ct-nt2._ 24 per _ -(20" Hak = Cy k wVII3i,kyr= 77•s rzy.sk'P� ✓ 337 338. II"Allowable Diaphragm Shears Table 5: Allowable Diaphragm Shear Values (pit) for Decks with Concrete Fill and 3/4" Diameter Stud Shear Connectors At Collectors 1-9' 17 • Concrete Concrete 1Ypeto Thickness11 ..- -__ V_ __ _ ___-_...... 12" __. .. 16" Spacing of Shear Studs"- is 24" 30" 32" 36" F13 --- _�--- 18" Minimum Concrete Reinforcement of 0.0025 Times the Area of Fill Above the Deck 2" 3110 3110 3110 3110 3110 3110 2870 0.40 • 2%" 3890 3890 3890 3890 3440 3230 2870 0.32 3" 4670 4670 4670 4300 3440 3230 2870 0.26 NW 3W 5450 5450 5450 4300 3440 3230 2870 0.23 4W 7000 .6460 5740 4300 '3440 3230 2870 0.18 6" 8610 6460 5740 4300 3440 3230 2870 0.13 2" .2910 2910 2910 2910 2910 2910 2850 0.56 2W 3640 3640 3640 3640 3420 3200 2850 0.45 LW 3%" 4740 4740 4740 4270 3420 3200 2850 0.35 41/4' 6190 6190 5700 4270 3420 3200 2850 0.26 6" 8550 6410 5700 4270 3420 3200 2850 0.19 Minimum Concrete Reinforcement of 0.00075 Times the Area of Fill Above the Deck" NW 2" 2W 3" 3W 4%" 6" 1310 1310 1310 1310 1310 1310 1310 1640 1640 1640 1640 1640 1640 1640 1970 1970 1970 1970 1970 1970 1970 2300 2300 2300 2300 2300 2300 2300 2950 2950 2950 2950 2950 2950 2870 3940 3940 3940 3940 3440 3230 2870 0.40 0.32 0.26 0.23 0.18 0.13 2° 2W LW 3'/." 4'/." 6" 1110 1110 1110 1110 1110 1110 1110 1390 1390 1390 1390 1390 1390 1390 1810 1810 1810 1810 1810 1810 1810 2370 2370 2370 2370 2370 2370 2370 3350 3350 3350 3350 3350 3200 2850 0.56 0-45 0.35 0.26 0.19 1 The allowable diaphragm shear values are based on concrete slab reinforcement with a minimum area as stated in the following table. Reinforcement shall have an equivalent area and spacing in both directions. Welded wire fabric of the sizes listed in the following table meet this requirement. The reinforcement is placed approximately 1" below the top of the concrete. 20 a VERCO DECKING INC. Catalog VF3 339 1 (continued) Minimum Reinforcement for Tabulated Shear Values Concrete Thickness11 Reinforcement = 0.0025 Times Area of Fill Above the Deck Reinforcement = 0.00075 Times Area of Fill Above the Deck Area of Steel (in lift) Suggested Fabric16 Area of Steel (in 2/ft) Suggested Fabric16 2" 0.060 4x4-W2.OxW2.0 0.028 6x6-W1.4xW1.4 2W 0.075 4x4-W2.5xW2.5 0.028 6x6-W1.4xW1.4 3" 0.090 6x6-W4.5xW4.5 .0.028. 6x6-W1.4xW1.4 3W 0.098 6x6-W5.OxW5.0 0.029 6x6-W2.0xW2.0 31x4" 0.105 4x4-W3.5xW3.5 0:032 6.x6.-:W2.OxW2.0 4W 0.128 6x6-W6.5xW6.5 0.038 6 x6 -W2.0 x W2.0 4W 0.135 4 x 4 - W4.5 x W4.5 0.041 6X6-W14x1N14 6" 0.180 4 x4 -W6.0 xW6.0 0.054 6x6-W2.9xW2.9 2 Stud shear connector diameter must be less than or equal to 2.5 times the steel support thickness unless connec- tor is located directly over the support web. 3 See Figure 8 for details. 4 Allowable diaphragm shear strengths assume "weak stud position" as shown in Figure 10 on page 24 with a single shear stud per rib at the spacing shown in the tables. The allowable values may be used when the deck is either perpendicular or parallel to the supports. 5 For local shear transfer within the field of the diaphragm. %" diaphragm shear stud connectors having an allow- able shear value of 8.60 kips per stud for normal weight concrete fills and 8.55 kips per stud for structural light weight concrete shall be used. However, when using Deep Vercor, W diameter studs having an allowable shear value of 3.83 kips per stud for normal weight concrete and 3.80 kips per stud for light weight concrete shall be used. 6 Sidelap connections shall be spaced at 36" on center maximum with either button punch, No. 10 screw, 11,4" long top -seam weld (standing seams), or 1'/:' long fillet weld (nested seams). Sidelaps of PLB, PLW2, PLW3, and PLN shall be connected with Verco Sidelap Connections (VSC) at 36" on center maximum. 7 Allowable diaphragm strengths were determined for wind and earthquake load combinations (ASD). For earth- quake loads only, without horizontal shear resulting from dead, live, or wind loads, the allowable diaphragm value may be increased by a factor of 1.42. 8 To obtain factored (LRFD) diaphragm strengths, the values may be multiplied by a factor of 1.5 for alt load combi- nations. 9 See ACI 318-05, Section 9.3.4 for possible reductions of the diaphragm shear capacity dependent on the vertical components of the primary lateral -force -resisting system. Tabulated values may be multiplied by 010.75, where (I) is modified in accordance with ACI 318-05, Section 9.3.4. 10 Design compressive strength f'c = 3000 psi minimum. NW = Normal weight concrete (145 pcf); LW = Structural light weight concrete (110 pcf). 11 Concrete thickness (tf) is measured above top flute of steel deck. 12 FORMLOK deck types PLB, 8, PLBCD, BCD, BR, PLW2, W2, PLW2CD, W2CD, PLW3, W3, PLW3CD, W3CD, PLN, N, PLNCD, and NCD shall use a minimum'/." diameter shear stud connectors to achieve the allowable val- ues. Deep Vercor ow deep) shall use %" diameter studs. The tabulated values shall be multiplied by a factor of 0.44 for Deep Vercor. 13 The flexibility limitations shown in Table 7 of ICC Report ER -2078P may be used as a guide in lieu of a rational analysis of the anticipated deflections. 14 Also compare to the allowable diaphragm capacity for FORMLOK decks with concrete thicknesses shown on pages 36-71. 3 4 0 Catalog VF3 VERCO DECKING, INC. e 21 • •) 15 The maximum center -to -center spacing of shear stud connectors shall not exceed either 8 times the total slab thickness or 36". 16 Minimum lap of welded wire fabric shall be 12". t7 Steel decks shall be fastened to intermediate deck supports with arc spot welds or mechanical fasteners. Shear Studs at Supports Parallel to Flutes Typical Exterior or Interior Shear Transfer Studs a tf Deck Height Stud Length' ttj (td) Qs) —T—\-- 1% 3" Shear studs to supports 2" 3W Shear studs to supports parallel to flutes. Size 3" 4W perpendicular to flutes. and spacing per Table 5. * Minimum finished length Size and spacing per Table 5. Shear Studs at Supports Perpendicular to Flutes FIGURE 8 22 I VERCO DECKING, INC. Catalog VF3 341 Shear Stud Capacity Table 6: Allowable Shear Stud Capacity (kips) for %" 6 Studs with FORMLOK Deck Deck Condition Normal Weight Concrete Light Weight Concrete (145 pcf) (110 pcf) f'c = 3 ksi = 4 ksi f'c = 3 ksi = 4 ksi No Deck (Solid Concrete) 10.50 13.05 8.55 10.60 Deck Parallel wr /hr Z 1.5 wr /hr .< 1.5 10.50 10.75 9.15 9.15 8.55 10.60 8.55 9:15 Deck Perpendicular Weak Studs per Rib 2 3 8.60 8.60 7.30 7.30 6.05 6.05 8.55 8.60 7.30 7:30 6.05 6.05 Strong Studs per Rib 1 2 3 10.50 10.75 9.15 9.15 7.55 7.55 8.55 10.60 8.55 9.15 7.55 7.55 Notes: 1. Values in Table 6 are based on the AISC Specification (13th Edition) Table 3-21 and Section 13.2d, "Shear Con- nectors." 2. For Deep Vercor, values in Table 6 shall be modified by a factor of 0.44 for both parallel and perpendicular conditions, using a W 4 stud. 3. wr/hr>_1.5 for PLW2 and W2 FORMLOK, PLW3 and W3 FORMLOK, and Deep Vercor. wr/hr <1.5 for PLB and B FORMLOK, PLN and N FORMLOK. 4. Values in Table 6 are applicable only to concrete made with ASTM C33 aggregate. 5. wr indicates average width of concrete rib or haunch (in.); hr indicates nominal rib height (in.). 6. After -weld shear stud lengths are assumed to be >_ deck height + 1.5 in. 7. An ASD safety factor of SZ = 2 was utilized to determine the allowable shear stud capacities in Table 6. 8. A "weak" stud is defined as a stud whose distance from the edge of the stud shank to the steel deck web, measured at mid -height of the deck and in the load-bearing direction of the stud, is <2". For "strong" studs, this distance is ?2". 9. When using composite beams and girders, designers should consider adding reinforcing steel in the top of the slab. A suggested minimum area of steel would be 0.003 bd ("d" = effective depth). Steel should be minimum length equal to the "b" dimension of the composite beam or girder. 10.Designers should consider using partial composite design for possible reduction of the number of studs required. 11. If openings will be cut in the slab adjacent to the composite beams or girder during the life of the building, consid- eration should be given to the design of the composite section. 3 4 2 Catalog VF3 VERCO DECKING, INC. s 23 • 0) Stud Placement and Flange Widths Minimum Rib Widths for Full Value of Stud 2" All Deck Profiles FORMLOK Deck Parallel to Girder 3" Minimum �1 4" Minimum 1 Row of Studs 5Y2" Minimum 2 Rows of Studs Suggested 8/40 Diameter Stud Placement and Minimum Flange Widths 2 Studs per Flute PLB and B FORMLOK 3" Minimum L_ Bottom of FORMLOK Flute Bottom of FORMLOK Flute 4" Minimum 1 Stud per Flute 1 or 2 Studs per Flute PLW2, W2, PLW3, 11 4 S 11 Strong Stud/Weak Stud Placement Weak Strong Note: Table 5 assumes weak stud placement. Beam %" Minimum 1 5A6" Flange Thickness T (Minimum) Minimum 3 Studs per Flute PLW2, W2, PLW3, and W3 FORMLOK Only Bottom of FORMLOK Flute Direction of Shear 3" Mini um V6" Flange Thickness 7 (Minimum) Y8" Minimum FIGURE 10 24 VERCO DECKING, INC. Catalog VF3 3 4 3 Design Sheet PROIE(T / 10F SMUTru GA LURy LOCATION MAGNUSSON KLEMENC1C _ ASSOCIATES ■ Structural + Civil Engineers SHEET CLIENT DATE 7/2111 10 BY INIt( 'Oo F we_ C.F'AitiL. 7o 4941'i itoElI i cowicertorl BEAM REAc7toKs --0 WIyx�2 ; Wtl{xa0 z, a: 2-4 Ic Rr I.Sk } Rj, v2, -D4 -1.6C-.. R0= 1,z.D+1.6S = ✓S.Cs tt i�1LStG�t Cyt4IAECTtOr- - To To uSFjjZ VCMegt. PEAVIoNS 7o Offi4flL€aZR A-iA0 R C vN ntord6 8 4A i. AX IS j 4N Acr r FnGi;__ R/544,1, Vol, 0-0 ),6$ 7 10.9 v.. 66.5- t� = la'k got_T GRdvl> twSteol I1o1r w To 111c- r3EMA, REAerwf (ECt.eiritiCny = i)1s 1Q $r -w( Soy i LINE Arils MKT of COP( C!-z.MTkJ? 11:7 = Z -S") Bou- " l CATACtry t; 4 r,, _ i c6 s #u 4 0 rK sn-r, , S•C-tlis 't ?negmbril Lour Wire-) Bavr $F c(c otic AeAv>k W 13 %rn :. 113 tf, x O.LN 6 1-11./ k% t )lam REA-RtitC, OAF R -'R PLA s cP = 412,b k/lq ko. S•'- 21 mrimdtb 6t51P-3bo a- 1,15 -A2 4;14= 4r„xC={$.3X1.76=32k>S.blc END ifir / Sl-i�A(Z jltu� IS = 1 •v --a. (xsa Ufi x a is o s~ 13s-1( > 5, e k ✓ Z1 - ¢ p s cpe„ = 0-75-x. o,E 65- Kst X (qN-3)4.12/"*,.o.c' = $Zk > s 8 k- ✓ tf 8Y „{s¢ crot4 , t c4c `'N, t Ha r CortreaL, Yz- • • Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Strudural + Civil Engineers LOCATION CLIENT DATE BY erm `PATE- To cl PLWrfz wE5 wr�D a" Wow— yy" 144 -;) 04-z- x770 = 63( > C►1tCK CoPEA e fl' -4 vER 0.5-7-S'~x9" 6 ,,I plow PJ►L RJj'TUfZ1r SIRS•)! 6 i({. ti & m t =4U -war = 07751- &r ICSI ,L7 13 = p() lbw > it i iht d. co. 2. L {-w 0-5.25" x7.t t Sl`61N3> F., fr. 04- >4or i=ce = O. 61. Tr � - t o.b2rrl;x 8„x. CdPfli2A, Ca`3•5-r�'S d=3•S7-sem T67)'• G{ �elc. W IL •z AMI WI►ix5O ',NM- Flat TRA -NW t%zK 1351c= 67.5 1, �p� = ct'F7 46, o.qkso "DL so, -714I' = 323 k., -p„),.6 J t+p.Miot 345 Cat 4r T98G 346 spa BM WWI) •l •) Design Sheet PROJECT MOF Sl{OTT1.E_ GA 1 F RI SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 7/13/10 BY g}. fl KooF EDGE_ Ta CowntN Cnr'(Jlac ot./ V/i?k u.26s►c Bois- GRovp 1.21 ►I,o.1L>:+I.oL.+o.tS Bots SIS C' 1 4TY o 4'r = 149,3V/10W (I"¢ /44q0 sc- BouS J SSur, SUP RS stzEtioni uKur sfl9TIL) -pa TiapR1tIG oN REAtrt&, WE$se Ore- o•7SK rim (1.2A 1,975"x 00f14>< 6S KS1, 2.LJx) gagq'_6r01) 11F,SSuf E_ oP jNFt o?4 Ocr-012S goa- C.F,gifo -DESIGN uJE+-0 TO coLL m,4 Fog._ rho"►g.Ht )-u' , t7RI.c4T( (e. 14 0) 4 tz 6 gci rS'- jg_31c(a.w = 304 ) P-� ✓ SNiz "PLATE. * C1-1ECIC GarneAL, SF-.a-rtoi4 Teta-7o 7o tNePiTA q -r CowMN PCE-- (7-7 CC 67 010-6%k' 3.5"=23S1c--»I S'1 FAI _ '(UE .D 4 RA - 1,o,o-6 x sv''14-R �/� -- .17,40 s 251" %ER( rzu'Pruz%il 4441.o. o.bx 65-Kt1K (Qn-3,-1.11Six.-6,`'V,, `'' +sae . 4.1{!N 13�ock sv rL o A,, = (2,.a"+J.s'') : 7•s1H%04 �v = 7.SrHZ/N� 2,Sx 1,17S-",- 14.6 W�N 3"4-1"-1.5.1.1/5"- 3,3 14 .1M 077 (AN Lo.bxs 12 7SItux-11s„ 04 b45-101 Li' 614%IK4r.3 to.s-x{- 141,(3391y440 4L 40= 0,32”. 347 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION (TIENT DATE BY 348 Corn[ii4 b $IvzSS'ES' s +esSvMG +.4,14 crb,. Mo 23s><-14 Qv= S (9.5"),-(r4v 3'i •9 ISI Vo el k v o r.'9" =Irl •q IcS1 vorri MSC CFA TPA a�t\LT'2�3 Tti� Z _0.47 I.o J 13c't_1- Rf AP -Pie : 1. )"4G 1306 4 �n � 0:75-1( rvuM ‘,1-7x6.43.11(0-S`A6S'161, 2..-q"-/ Ocr.A 1b21- 27• o'(►+cz2 Bot-ic etrA=0.79-MN�.�xo.s�bs214xvstx(xasij = S'1.61( c�=2...1..9-61c= 132-k > V J W 'V> Cot,/CnPFEM FP -St CCN EA SPP r4 r Fob &AMG iiWilsY5n Fwet.,o,o4v. _ 7. i u/ski °•57-7•14 Iy,N 1,391_ 2.7 S r LE+TS- .-_Ns" • aA FLARC)R_ Tv Cp.'- Co -kw/10 -e5 CJP FLANGES to ST1 FF 1'uarE-S F GE- Fol D Q i WI T)T}1 103.OrSA- Zbr k _ 1361c/ GE Ojos R• S ePr :-eFyiy 0.91(5-0 ks►x13.5" xo:7►"3 431 lc )p� ✓ car oK To 1114 SFS FuLG ►gERK. Mack_ —o 111001M_ 3/y" S11F FE 40. 'V+ -S -11,`yi- Chir CI'M Jr( • -1) edp lor->:-s To co LA.701,li w► / �� •1 "WELDGRP.xls" Program Version 2.2 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: Job Number: MOF Shuttle Gallery Subject: Edge Beam to Column Conn Originator: BHK I Checker: Input Data: Number of Welds, Nw = Weld #1 Weld #2 Weld #3 3 Weld Coordinates: Start End X1 (in.) Y1 (in.) X2 (in.) Y2 (in.) 0.000 0.000 5.200 1.160 0.000 0.000 0.000 12.000 0.000 12.000 5.200 13.160 No. of Load Points = X -Coordinate (in.) = Y -Coordinate (in.) = Z -Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in -k) = Moment, My (in -k) = Moment, Mz (in -k) = 1 Load Point Data: Point #1 14.0 12.0 110.0 C 8.0 N < Q 6.0 } 4.0 2.0 0.0 X 0.0 2.0 4.0 6.0 8.0 10.0 12.0 X - AXIS (in.) --� 7.277 1.727 0.0_00 ___- 0.00 0.00 `- - - .. - W ______ -.-- . _.. ___ -67.00 0.00 0.00 0.00 WELD GROUP PLOT +Z +Y 2 2 1 1=Start 2=End Weld #3 Weld#2 Weld #1 .L. 2 /0 +X r Origin NOMENCLATURE (continued) 1 of 2 7/23/2010 5:54 PM3 4 9 350 "WELDGRP.xls" Program Version 2.2 Results: Weld Group Properties: Lw = in. XC = in. Yc = in. IX = inA3 ly = inA3 J = inA3 22.656 1.223 6.273 530.70 62.16 592.86 Weld #1 Weld #2 Weld #3 E Loads 0 C.G. of Weld Group: E Pz = 0.00 kips Px = 0.00 kips E Py = -67.00 kips Mx = 0.00 in -k E My = 0.00 in -k E Mz = -405.64 in -k Weld Forces (k/in.) Fw(1) Fw(2) 4.787 6.670 4.787 4.456 4.456 7.379 Required E70XX Weld Size: Fw(max) = Fillet (leg) = Throat (eff) = 7.379 kips/in. 0.497 in. 0.351 in. 2 of 2 7/23/2010 5:54 PM • ) Ci) Q W J C a >Q F— J L N 2 CD ID 0 O fV Design Sheet PROJECT MOF S4{Ufl G% u,EJt SHEET MAGNUSSON KLEMENCIC LOCATION CLIENT DATE 8 f fs/la BY gHK ASSOCIATES ■ Structural + Civil Engineers 352 121V4G srRor 00N1*-cTIo.4 to »sT Ba -ACED F e - 1'U' t 77 & OLT GROUP $,oL_r SAAR CAPAGr'y S 4('n= j5.3ievvr (l") MV SC , CS. LT) $o14-- taemi►(G oK WEB 1; VA= 0.s1",L vp4 57'1004- (s2 -8u) 11ot-T Q, A-pW G oN PLATE- `o (Pop. o. S"t lyeo„r ,1SC360 "IL 77 -o C= 0.7% (x_7.6,)3 soul Roof 012111- CeqS4L I4,2k VQ -41'-dui— (3) I`tt A+{qD 4a.r1' CorirlF..ertor- .p R- • 24 Irt$PE nOl{ , h:1( Cr Milt t% FOIL s�{r , BLocic OF At41) 1 L TE. -TD couxtuA kletis L.,,= 2-1;" 4: \J 7'q k : °'s. YIN 6k7 4 ►C* 7.54 2...114/01 2tt b,s` cpe.1= I.3Ti- -r (IxTR,crtlr% 7 % �1.Js �b�r-'tJt UNA. 'FLANGE C4)4►tECnO To cow ( -4 0lbe 1/2i P a -)ATPovWF rhe 7IL,L1 EJfLu) CJP rt wGi.r Cot m N gliFFP4 ERS CoLom4 Aim (%p e rf �8� = ,tx •- rrR q:45-% log Liz sj 4 o- owito.bt cv lot 113,1 141-- 2015 k> • Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural a Civil Engineers LOCATION CLIENT DATE BY 1)1ATE_ S44 EAR C ACtry 5 s, =00" - 69.1- `{ 141- irtRn _ O7SxO6r S8 usE Y L u 1 o'i k > Po/z pRo tnDE-- 1" NATE S 353 Design Sheet MAGNUSSON KLE MENC 1 C ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 354 io/s-Stz 7D6 ct- fW �� CA- ,s L , GW EMMA 10 MI—CR Ca ?WOOF Kut,E, po w.l s t000r �1S to .L , sc AgeH nP 0 W\ (3)Oct rg9()adITS sL .pL t/L vd/ SSL RuAG 1IJ k1 vrn 13M F6cl4 • • • MAGNUSSON KLEMENCIC 2.2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.9 TASK 9: DESIGN THE PILES AND PILE CAPS ASSOCIATES • Due to the magnitude of liquefaction settlement, deep foundation elements are used to support the Space Shuttle Gallery structure. Pile cap and pile systems are located along the perimeter of the gallery, and a structured slab at grade level, supported by grade beams and piles, is located below the proposed space shuttle position. The remainder portions of the floor slab are considered as slab on grade. The pile foundation utilizes 16" diameter steel pipe piles, filled with reinforced concrete. Using the geotechnical report provided by GeoEngineers July 20, 2010, and accounting for an allowed 1" lateral deflection, the 16" diameter pipe piles are assumed to have a lateral capacity of 1 1.28 kips. Also per the report, an allowable downward capacity of 200 kips and an uplift capacity of 100 kips has been used for the 16" diameter piles. In determining the vertical and lateral loads applied to the pile cap/pile system, the seismic load combinations from ASCE7-05 12.4.2.3 were used. To determine the required number of piles at each pile cap needed to resist vertical loading, the basic combinations for allowable stress design listed in 12.4.2.3 were used, summing the reactions from the vertical steel framing, and concrete grade beams and including the self -weight of framing, grade beams, and pile caps. These allowable stress design equations, considering seismic effects, were also used in analyzing the lateral capacity of the pile cap and piles. Passive pressure acting on the face of pile cap and the lateral capacity of the piles were used to resist the lateral demand. Where passive pressure acting on the face of grade beams was required to be included in the capacity, the passive pressure acting within 1'-0" below grade is ignored. In determining the lateral capacity of each pile group, group effects per IBC 2009 1810.2.5 were considered, reducing the lateral capacity for trailing piles in a pile group by a factor of 0.6. The piles and pile caps are designed for both gravity and lateral loads using the ultimate equations of ASCE7-05. The load path to the pile caps includes the reactions directly from the vertical steel framing, concrete grade beams (which support an assumed 5'-0" tributary width of adjacent slab on grade as well as any reactions from vertical steel framing along its span), and the concrete plinth (which supports the vertical steel framing). Concrete plinths have been designed to transfer forces at braced frames and typical columns into the pile cap below. At braced frames, the plinth reinforcement must be capable of transferring the uplift reaction from the column, including the omega factor. The plinth has been designed as a column, and at braced frames must be designed to resist the moment generated by braced frame lateral reactions. In detailing, at braced frames the plinth meets the transverse reinforcement requirements of ACI 318-08 Chapter 214. The allowable stress combinations were also used to determine pile cap tie forces and means of resistance. Where adequate lateral resistance is provided by pile group capacity, passive pressure acting on pile caps, and passive pressure acting on the face of grade beams for the direction considered, ties are not required. Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 355 35 Design Sheet PROJECT MOF - FouNibktiolg LOCATION MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers SHEET CLIENT DATE BY is by �v1�NI�1c-CEc�t� `I;Dv4003 Prx1 Pci C.101-Gol25o t` lAgAFT kiG I A -t. Ck-ekrAl l 10 I - It° L. Ir->✓ 'r►w Txv\INAWN-f-t) kVA Kli Cf ekinT`{ ZOIC UPl�tt%T f�(l kv C M kLt1 I 100 k- L/3 Nip getLc-(IOtJ kj>1, GA Arol X012 &Q-OtAP Prli`TIO r 111-vz.-*DA- . bhf Cetila 'Fizo\ADvIDI7`f SOIL •PP �CJIA,I_5 OK\ -ptt, 1'Y Pfkr,9\j SOILSlnLE CA\1 i SIL Gk.() ()k-10-41/ l okt C9\-19 - AlLA T Y1' -v K cEU P,, ' Ta- fit k 64-01 A9 OTA- frP -'r No I v C TI 00C IN Ukf L- l oM Ckf K A 1 SPfa 1xft-- UN`! (1,1-r6Q-f'Ot. -r 3 AIh 8 dlfir- V e t,te-e GrPe-, porrtkYvv vJ I l i IA • r{.lil1 D = ao0 FGF- mobkt,(S or stkr2C/IA-te IVajoNi = I Bio r,; • SAP2000 7/21/10 16:50:04 1a* 12-1► II 112 f7 $F 54 T - u -41 _4I1 _412 15v 64.41. 113 f 14 5 f16 417 f 18 f. I? 20 -0 P c3 -c4 SAP2000 v14.2.0 - File:10_07_15_MOF Shuttle Gallery Lateral Model_Staged - X -Y Plane @ Z=0 - Kip, in, F Units 57 358 0 8 e a a °C 'n � b c p 0 0 E C ae o g o C v O� o L 6 ° Eo o g e a •E • E 'Q qt U B tic E o c O O o , e E f.3 • a 0 Q of O ~ L Oy M O OC Op 0 ▪ o v, O � � E g1E o o ees Q 2, ( 0P 014 M10. a -83 U . n ° C O H O 1O-8 2 ° c N o O s t N re- m E o ▪ O • ° - P • t ▪ O0 m m o 00-! - ,m • • 0 0 U 'O 8 0 n 0 0 0 0 0 m m O OQ f N O O O a o 0 0 0 ,n o m Q. o `? , o 0 o P o 0 m o000ooNMom.000,° aQ a0N• O O 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v� _ 0_ v) h N O v Q O V O Q, M h O ,n O h-0- ,O h r P P v M 0 - ,O Q h ry M v v 4 O P N - P ,O - N v m M 6 mM m •° M N N m - v- N P N o'lO N d o o n V 7 `O O Q m M 6m0. 0, ° ,0 n P MO 00. 0, m- 0 0 m oQ,0 N Total Vertical Load at Pile Cop/Pile Support -- - - GB Joint 2 Reactions GB Joint D L 5 rhoEQ GR1 17.9 4.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1B 24.0 6.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GRZZ 1 1 .8 6.1 0 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0,0 XZZ 48.5 21.1 0.0 0,0 4ZZ .60.6 .17.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 GR8 12.9 3.3 0.0 0.0 QP O O O O viO m Q. O o o 0 0 P f c O O O O m O N m O m ° o O O ,O (N'I , O P '?. Q-coo., ' w,v 0 "'g0000(NO'n00 Q -000-�nriviN 0 t 2 O ,O - V) O v P P 0, -..O R h N O Q Q Q QQAn m v m ry' ' M 0 M m M - Q 'c M N P N P� VI : ,O v N n Q- ,O o Q.1 V O P ,O ^,O r .IM 0 N M M a0 ,O ,O - ; ,0 of V1 N m O M ,O ma % _ ddN,O O ,O imNN0MMooa, Column Reoctions O L 5 12 0 5 34 0 10 O 0 0 27 0 10 21 0 5 85 5 55 80 5 53 O 0 0 69 23 42 53 5 42 O 0 0 55 7 43 57 5 42 74 5 47 52 4 39 20 0 13 25 0 5 O 0 0 25 0 5 14 0 10 O • M wl O N m P o— N M N P O vUU ; UUUU-UU,n000UUU ' UU o 0. Q M M v v Q N N N N N N N 0 0 00 0 Ua a as a a ' a. a ' aaaaUUU VU 0 n 0 0 n O l .'9 m 3. 1! gm m�amamamm a a a R Q a a a C 0 0 8 e a a °C 'n � b c p 0 0 E C ae o g o C v O� o L 6 ° Eo o g e a •E • E 'Q qt U B tic E o c O O o , e E f.3 • a 0 Q of O ~ L Oy M O OC Op 0 ▪ o v, O � � E g1E o o ees Q 2, ( 0P 014 M10. a -83 U . n ° C O H O 1O-8 2 ° c N o O s t N re- m E o ▪ O • ° - P • t ▪ O0 m m o 00-! - ,m • • 0 0 U 'O 8 0 n 0 0 0 0 0 Number of Piles Required Vertical loads 16' dia. Piles 18' dia, Piles CI - .- N C) C') N - N - N 1') N N N N CI N- N N N ASCE7.05 12.14.3.1.3 Load Combinations (Temporary) (w/10% reduction for overturning efects ACI 12.13.4) D+S D+0.7pE 0+.525pE+0.75L+0.755 0.6D-0.7pE N ^ /- - 0 IL.1O C^1 LO LO LO C7 n N N N CI- 0 0 N- 09 Q rc 1'1 Cn N n ^ n .- - 0 Q, V) 0 0 0 O CO 'O 'O NO CO ® C7 P P - CO - O NNN 0 Q N - N Q m N CO CD CO N 'O N CO '0 P O 0 n Nm 0 N N CI 1n 1n Nm CS Q Q PPN ON Pn0170mn NCD N1n-N Q 1') OON N N N Q 1') n In 'O 0 CO CO n o n 0n n - 11) N 04 - N ASCE7-05 12.14.3.1.3 Load Combinations (Staged) (w/10% reduction for overturning efects ACI 12.13.4) D+S D+0.7pE D+.525pE +0.751+0.755 0.6D-0.7pE '0 CO N 0- V. CC! 1') 0 CO P P P- n ,O 0 n O�'O ^ 'O O dMO 04NQ�< M < N H 'O In Q n 0 04 0)-n N N- N 0 C') 0 CD CO - V) 'O 1') n N P CO 0 0 '0 CO 0 Yf '0 N M N Q - - C') 0 V)N-NNN O ^N N- 'O 00 Q '000, '00--N n P 'O CD 1n Q Q YI '0 'O 0 N n n N N N Q.- - 17 Vf V) 01 - N P 0. 000030- N1DN 0 (V n t') n 00- r1 04 -(^1-M n 0'O 0 CO CO 0-O 'O 0 N N - N Pile Cap Self - wt (k) 10-^n 1r. 11. 1l. OO n .- Grade Beam Reactions (k) D L 0. 0 0 Q CO N M n - Q m M v O N , Q.0Q QCI0 CON P n 'O 'O CS .._.4 O P^ M P 0 cc, oc ^ 09 0 'O Q n 0 P 0 'O 0 0 rc Column Axial Loads PD (k) PLL (k) PS (k) PpEQ (k) O 04 V) 40 0 0 0 0 0 0 0 0 0 'O m m1.111.11 N OOH 10- 0NNMN 001010-.2 00 In 10- Q O Q Q t"I 0 0 0 0 VI 10- N 40- n VI V) 0 0 0 0 0 0 0 N C) N N CO OD 'O 0 In In n 10- N N N. 0 0 V a 0 U V a 0- V V 0. 0- 0. V 04 a 0- 0-V 0. 0- a 0.V 0 o a U V V V U V V V V 0 -N 1') 10-PO4�N0 0 0 0 0 U U V 0 Z E B Cn 0 0 0 44 O .Q 0 a 0 L O E E O V 0 O 0 0 0 0 E 0 v O O 3 O CK I:\MusFlightSpace\Engineers\AGM\10 0810 Column Reactions and Pile 359 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY 171t, *raki, C,\ -k? 'Oti ISP` STEL PIPE r L 6 •yeb- e,orJblToos lC,Yrt lv (I,10,At eol--?) beloll = ltd-{ Pot,h_ Tr Q. I521` ,6.= 2 os " ;1\i‘ ��(J — IDS) 10" -- (Iv — 0-_"-- 0-(. ) - 0.101-1 `- sT P(P 1IL Yb l Ctt)rrI oNi S UO (LtaAkb-- Solis IoM (PILE \) - 10 16. w x012 ("FL. • -1 11 ict•[ = l" 61-6Nl (/Fit,� fa_ \I-- VP"' 1\ = O.Sq" J - 1,4- A 1. 43 " 1\1- 10$-- l - IDw �u �(- 12- 1` 1" 't - 1w - p.I)1`) 1,4-7,°- o • Design Sheet MAGNUSSON KLEMENC IC ASSOCIATES ■ Structural + Civil Engineers PROJECT 1`A OF ' L &-ktAi 1-i - oU NDATicNs LOCATION CLIENT DATE SHEET vo BYit - r 1LCi ck v'' e -k - ISR v 1 1KPQNlc,E W MP Ni t &TIKA- (IA 1'W GM, L Prn1D ritt- i t'ConApc», r t,tt,It t'( - 111,E h 12)Un-ail G-ktrePom 1; > t -o12 -vv 01\1 (Ave rict (1,*) " {Coo r c -f x(-1)61, 4 lb- (2OOC * (>76,5tDr n) r DP�� bT Ykr-A•'Rests-r is = jz * It).4 Pll,a✓ cAP Yee -F Dichurlh¢- to 'Dt rtot•C ccOstDoteD 1I1:E U v c kr krA I 2- i` r n kX. kW7 L-&reAl or, of tV Plt.6-7, Ulicretk, Ccrfk'rr'f II-2�u- 361 Design Sheet PROJECT Mcg 9 LOCATION u 1 it , CLIENT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers DATE BYE 362 �gb � = 9200 f Lf 1'-D" * (1236 - Ia") + lie (3a� �{ � D3b - 300 Fc.,f 1=0") (D36 -I' o) C173b * (P,0r5{ + (5co pcf (I. b - V�IF e l k T2E 1s ktg_eZZMI-VC7 TD rRCiIDG Ts) Iry RU=I57> (Ce-, 1 (, 4 = 1, (.P (1716- j O`') 4 *0 r4t + OZ. (C)0 AGF CD9b - ' oy✓�� • Fcva4,1- I `%f A�� Xu Q ukw L kt. C*f : jz= 9; (o- 4" 1/2 (0.1 21)) = I.ti ►�f �rz Mu = 1.11- k(f 3� 2��� = 27?9? k PKoftE (3) 01 31/DE 646 tKC wt( S4-6 Cali o is Ove- gvvl (brit • t•• Lateral Loads at Pile Caps Project: Museum of Flight Spoce Shuttle Gallery Date: 8/12/2010 Engineer: AGM Lateral Loads pE - Lateral Loads pE - Staged Temporary ORTHOG_RHO_ENVE ORTHOG_RHO_ENVE Col ID PC Type Rx (k) Ry (k) Rx (k) Ry (k) Allowable Lateral Load �- 0.7*pE, x (k) 0.7*pE, y (k) C1 PC4 73.9 86.6 C2 PC3 36.5 0.2 C3 PC3 43.3 0.2 C4 PC4 72.5 82.3 C5 PC4 40.0 91.1 C6 PC4 40.5 92.3 C7 PC2 5.2 0.5 C8 PC2 0.0 0.0 C9 PC2 14.4 35.5 C10 PC2 0.0 0.0 C11 PC2 0.0 0.0 C12 PC2 0.0 0.0 C13 PC2 9.0 13.7 C14 9.8 4.7 C15 PC2 32.2 1.2 C16 13.7 11.1 C17 21.1 10.1 C18 34.8 3.1 C19 PC2 8.6 6.9 C20 PC2 26.7 18.1 6 15.1 34.6 11 22.4 0.4 12 - 22.4 0.5 54 31.1 0.1 70.2 58.0 19.6 19.7 4.2 0.0 7.2 0.0 0.0 0.0 3.0 7.2 11.0 11.7 12.1 12.2 11.0 9.8 11.1 13.1 12.8 15.3 43.4 44.7 44.5 44.9 0.3 0.0 17.9 0.0 0.0 0.0 4.6 1.7 0.7 1.1 0.8 1.1 1.4 6.7 18.0 2.0 3.5 0.1 67.2 33.2 39.4 65.9 36.4 36.9 4.7 0.0 13.1 0.0 0.0 0.0 8.2 8.9 29.3 12.5 19.2 31.7 10.0 24.3 13.8 20.4 20.4 28.3 78.8 0.1 0.1 74.9 82.9 84.0 0.5 0.0 32.3 0.0 0.0 0.0 12.5 4.3 1.1 10.1 9.2 2.8 6.3 16.5 31.5 1.9 3.2 0.1 Notes 1 At Grid 6, grade beam reactions include reactions from columns located along the beam length. j. 0.1 P E Cot v- ' 146 rilftX of 051* P E Sri " °5-1r TravbiR-e( . L3) I:\MusFlightSpace\Engineers\AGM\10_0810 Column Reactions and Piles.xls 363 Pd. Cap System larval Resistance 364 In V-Drection (EN.") 0 TAI n sUZ'. 15F - 1E' IT E S 2 763.5 V 4 € s 9 2?22 .d2�0 �O �0 P ovn.n N22 rc. oo22m 00000 Pills Caps al Braced Frames In X-Drection (N•S) Y I N n m f 66666 h P N 0 O N N N 00.000 2 m 0 0 N O 00 0''00 O 2 ',n.nv m 0 O p p Yl 882§8 § $8 8 8 ,o ,o a c v. h� 2 NNl0 8288: �N. 444Ycs V V V V o In X-Dr.ceon (NS) 00000 el el el 2n 00000 nneann CO CO CO mm IN 00 00 00000 0 3 00000 mmmmm h PN N h P P P 2 2 2 2 2 mmmmm §8888 2222 0,00000 O O O O n O O O 0 .2226 U V U U V In Y-Dir.ctlon jE-W) In X.Dr.dion (N -S) -0 00 00 Nm N ea 00 22 00 me, In Y-Dir.ctlon (E -W) co N U X-Dr.ction (N -S) as- 0 CO Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROTECT MOF s12Am tTT►,E &1\vu Y SHEET LOCATION CLIENT DATE BY i,o �1. (A -P k 1711, VI3AcTN-1 2X2 PIw Grgwe elyuwr Vra“tv:)/ 4 wl>✓ 174 = eirwr + Pot Pot JTachirc Q -- CARz1 TI - t ctc4 o- ikroatIM i,tocti5e rive + 4 M — krJaStiivL� /� 365 36 Design Sheet MAGNUSSON KLEMENCIC • ASSOCIATES ■ Structural + Civil Engineers PROJECT /tor ,C(A /IA 1 SHEET LOCATION CLIENT DATE BY A„_,,,, (q C - T IS -n J i t YVIOwtn.1T/ l T -Rz- wA p GFhfl r�G-tsTIL G \i- II 747 w 1" r; 6)Tivt U 0 -tY o I TE -6p._ Oct) YY►°New -E7 kr \I z 10 k- M -- V Irl = I7 5 k- f- (M - 420 k--{r)/(1I./b'- � (11"ft-- eb941)//151"-101`J M = I04.'7 1<- h,- 11.2 �= I04 k 1_1,5 It- 11.?lb P.- Is�L L_Et'-i6-1+4 - 41. 2,5 Y1� J� STiIs R212- \I = I1. at ►` P� 1 LA\ r - T; Ti ctrl 11- ye ri sn l • k= CmN ' IDEk i t -I CT •-rCr-* hut -it A, Trt( - 1'S'��� any d 00o 10.7i H = IcO'x Iti = I2oo��. 5E1.\bIt\Gr Z = 1C C1(04- 154)41 11311 ir%4 4 azico° {moi * 131.°l 4/ L 10154 k lin 6 • • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural ► Civil Engineers PROJECT Mor . sm$1.1A-T-fl,e �` ? SHEET LOCATION CLIENT DATE BYE P , 1 t- Myy - p - Mrx ; 0 k f' 4 _• POWri%, o" tea riLv ac -PI \ J pas6 i vr✓ WOr4 * 2- 0 + ��" I * (.2)''d) (l o'- o" vsl ►Dj) logo faSSi� x V?assi� 31.5 '- fAif l►J E1ir1 1'IL� N7(- assive0/4=(7.921`-92I`7)/¢:5))771- (v1 - ��ssi� y)�4 _ ((00-k - k)/.4 = ?),4-a k- m orneNT Pit. UM- l oM 'Dui -ro X 1>1 t.Ti o i • X- °I.aST} = I :)) k e.b►- q .2g '112.4 X 1)14Z T1O(' l `(• DI�EGTi Di� ova-Tuf'-Ni N4 v 3' o" 4 Y4-1.*)k4 - 92IMk *r-0')/(2_ 32.A - k i pIKECTi T ( .¢1` 2J.' -o" -r x. 76.4 k - 3I 5k- ) 1=0" / ► 4-1 8 lc- /VIM- LA Pry bikes To D 037-T Mau rnkm (ioht 2-rs oN Masi- vib-ANiluy LAstmb "Flt_. 1°T + '22. zi k + 41. O'- _ lcb?) k- t loo' ‘6V -- M = 4 (41.?? kit -)z 1 (ob.-4 1,11-).2 00,A, k • f- G I0 72 k. f \I ' 4(9.'2,2 v-) + (b. -1 -tat.-).;- 10.0 k 11.2E w 6T--oAP P In,t'YI D h h�T ICS A 2- PILE CAY VS`IeYI For- 1,1 1- I srAN C 367 l' Sds = rho = 0.912 1.3 Ultimate Load Combinations 5 (1.2--0.2Sds)D + rho'Qe + L + 0.2S 7 (0.9-0.2Sds)D + rho'Qe Lood Fodor on L = 1 Garage and Place oI public assembly 16 Lood Combinations using ASCE 7 Lood Combinations 5 and 7 listed above. LC # D L S SPECTRA_EQX SPECTRA_EQY 1. 1.1824 1 0.2 1.3 0.39 2 1.1824 1 0.2 1.3 -0.39 3 1.1824 1 0.2 -1-3 0.39 4 1.1824 1 0.2 -1.3 -0.39 5 1.1824 1 0.2 0.39 1.3 6 1.1824 1 0.2 0.39 -1.3 7 1.1824 1 0.2 -0.39 1.3 8 1.1824 1 0.2 -0.39 -1.3 9 0.7176 0 0 1.3 0.39 10 0.7176 0 0 1.3 •0.39 11 0.7176 0 0 -1.3 0.39 12 0.7176 0 0 -1.3 -0.39 13 0.7176 0 0 0.39 1.3 14 0.7176 0 0 0.39 -1.3 15 0.7176 0 0 -0.39 1.3 16 0.7176 0 0 -0.39 -1.3 Allowable Load Combinations 5 (1.0+ .14Sds)D + .7rho'Qe 6 (1.0 + 0.105Sds)D + 0.525rho'Eq + 0.751 + 0.755 8 (0.6 - .14Sds)D + 0.7rho'Qe 24 Lood Combinations using ASCE 7 Lood Combinations 5, 6, and 8 listed above. LC # D L S SPECTRA_EQX SPECTRA_EQY 1 1.12768 0 0 0.91 0.273 2 1.12768 0 0 0.91 -0.273 3 1.12768 0 0 -0.91 0.273 4 1.12768 0• 0 -0.91 -0.273 5 1.12768 0 0 0.273 0.91 6 1.12768 0 0 -0.273 0.91 7 1.12768 0 0 0.273 -0.91 8 1.12768 0 0 -0.273 -0.91 9 1.09576 0.75 0.75 0.6825 0.20475 10 1.09576 0.75 0.75 0.6825 -0.20475 11 1.09576 0.75 0.75 -0.6825 0.20475 12 1.09576 0.75 0.75 -0.6825 -0.20475 13 1.09576 0.75 0.75 0.20475 0.6825 14 1.09576 0.75 0.75 -0.20475 0.6825 15 1.09576 0.75 0.75 0.20475 -0.6825 16 1.09576 0.75 0.75 -0.20475 -0.6825 17 0.47232 0 0 0.91 0.273 18 0.47232 0 0 0.91 -0.273 19 0.47232 0 0 -0.91 0.273 20 0.47232 0 0 -0.91 -0.273 21 0.47232 0 0 0.273 0.91 22 0.47232 0 0 -0.273 0.91 23 0.47232 0 0 0.273 -0.91 24 0.47232 0 0 -0.273 -0.91 3 6 81:\MusFlightSpoce\Engineers\AGM\10_0731 PC Load Combinations.xls Project: MOF Space Shuttle Gallery Date: 8/7/2010 Engineer: AGM • • Space Shuttle Gallery SAP Model Column Lateral Reactions tic09 TO kehf E (j ) p t' (4 1914,0w LOM) CovhewInaJs X1no 0 7 25 MOF Shuttle Gallery Lateral Model_Staged_modified East EI 7/31/2010 Source: Columns at PC4 Pile Caps Column SPECTRA_EQX F1 F2 F3 SPECTRAEQY F1 F2 F3 SPECTRA_EQX SPECTRA_EQY Column F1 F2 F3 F1 F2 F3 C1 52.8 22.4 101.0 13.3 59.9 316.0 C4 52.4 18.9 175.8 11.1 57.6 154.7 C5 12.3 28.1 123.1 27.1 61.7 288.8 C6 8.2 18.7 91.0 28.7 65.4 293.6 Max 52.8 28.1 175.8 28.7 65.4 316.0 Columns at PC3 Pile Caps Column SPECTRA_EQX F1 F2 F3 SPECTRAEQY F1 F2 F3 C2 C3 Max 26.3 0.0 98.5 21.1 0.0 77.0 26.3 0.0 98.5 5.8 0.1 21.3 27.0 0.1 96.9 27.0 0.1 96.9 Columns at Typical PC2 Pile Caps SPECTRA_EQX SPECTRA_EQY Column F1 F2 F3 F1 F2 F3 C7 3.7 0.2 2.9 1.0 0.3 2.1 C8 0.0 0.0 2.7 0.0 0.0 1.4 C9 3.7 0.2 2.9 1.0 0.3 2.1 C10 0.0 0.0 3.1 0.0 0.0 6.3 C11 0.0 0.0 4.1 0.0 0.0 11.5 C12 0.0 0.0 4.1 0.0 0.0 11.5 Max 3.7 0.2 4.1 1.0 0.3 11.5 Columns at Grid 6 PC2 Pile Caps SPECTRA_EQX SPECTRA_EQY Column F1 F2 F3 F1 F2 F3 C13 6.0 8.8 39.3 3.3 5.8 25.6 C14 6.2 3.0 13.2 4.4 2.1 9.4 C15 6.2 8.8 39.3 4.4 5.8 25.6 C16 8.2 6.6 29.4 7.8 6.3 28.0 C17 13.1 6.3 27.9 10.4 5.0 22.0 C18 13.1 6.6 29.4 10.4 6.3 28.0 C19 5.5 4.4 19.6 3.9 3.1 13.9 C20 16.6 11.1 49.4 13.0 9.3 41.4 Max 16.6 11.1 49.4 13.0 9.3 41.4 369 Pile Cap PC4 8/12/2010 8:35 PM 4111) SAFE 1Z1ttb Strip Design - Layer A - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 370 Pile Cap PC4 8/12/2010 8:36 PM SAFE 1$thtl Strip Design - Layer B - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 371 01 @) fir` v a -r— ii Ii I I SAFE 1$thtl Strip Design - Layer B - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 371 Pile Cap PC4 8/12/2010 8:36 PM SAFE 12.Si b Strip Design - Layer A - Top Reinforcement Intensity (Enveloping Flexural) [in2/ftj Ib, in, F 372 • • • Pile Cap PC4 8/12/2010 8:37 PM Tor co -- E -W �T Qa a 4)? �hft�d 0..y/"/6 ~ L SAFE 12.SItb Strip Design - Layer B - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 373 Pile Cap PC3 8/12/2010 9:12 PM E -W • RoNilm-45eIz.' w� (O 44r - 0.31 ifi") 4•2•51=0I4�n'� +4.7 it �) #5 Mt.]tt:�� C 41'w nix cam' 1A-4-14625 v 7oTbM (OVE - = • v Pile Cap PC3 8/12/20109:12 PM SAFE 1$Ikb Strip Design - Layer A - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 375 Pile Cap PC3 8/12/20109:13 PM . SAFE 12.SJtb Strip Design - Layer B - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 376 • • 0 Pile Cap PC3 8/12/2010 9:13 PM SAFE 12.$Jlib Strip Design - Layer A - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 377 Pile Cap PC2 a" 8/12/2010 10:30 PM • jU VOTrORGdd� s s OVWte PIS( - SAFE 1$I li Strip Design - Layer A - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 378 • • •J Pile Cap PC2 8/12/2010 10:30 PM SAFE 1$thtt Strip Design - Layer B - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 379 Pile Cap PC2 E -W1 8/12/2010 10:30 PM • fv S f -S OtasOel ' SAFE 12.$J31b Strip Design - Layer A - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 380 110- Pile Cap PC2 • • 8/12/2010 10:30 PM -fur cAolie •W5fc-s tm (4. SAFE 12.$111b Strip Design - Layer B - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 381 Pile Cap PC2 Grid 6 8/12/2010 10:17 PM • a3 >> s an 35 10 "g ■ 01-4r SAFE 12.1.1 382 Plan View Ib, in, F •1 Pile Cap PC2 Grid 6 0 ;r 8/12/2010 10:43 PM SAFE 1SIab1Strip Design - Layer A - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft]Ib, in, F 383 Pile Cap PC2 Grid 6 8/12/2010 10:26 PM • SAFE 1E110 Strip Design - Layer B - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 384 Pile Cap PC2 Grid 6 8/12/2010 10:26 PM SAFE 1231db Strip Design - Layer A - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] lb, in, F 385 Pile Cap PC2 Grid 6 8/12/2010 10:26 PM 43 7 N 11NM 9 44 oritimii3 421\. I p (;JI� 11111 6 N 10-4 MK5 0 3y Tbr cov- t\\.5 tAts DUR5 tt SAFE 12.$Jab Strip Design - Layer B - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Ib, in, F 386 • Project: MOF Space Shuttle Gallery Date: 8/12/2010 Engineer. AGM Pile Point #s: 5 Pile Cap PC4 6 7 8 38 Pile Cap PC3 39 40 Typical Pile Cap PC2 1 2 Grid 6 Pile Cap PC2 1 2 LC # Pile 5 Pile Service Axial Load (k) Pile 6 Pile 7 Pile 8 Pile Service Axial Load (k) Pile 38 Pile 39 Pile 40 Pile Service Axial Load (14 Pile 1 Pile 2' Pile Service Axial Load (k) Pile 1 Pile 2 SVCLC1 138.5 138.5 138.5 138.5 81.9 82.9 83.0 125.3 125.3 176.3 113.1 SVCLC2 95.4 95.4 95.4 95.4 64.4 65.2 65.3 122.2 122.2 159.7 102.8 SVCLC3 58.5 58.5 58.5 58.5 22.6 22.9 23.0 121.6 121.6 129.9 84.2 SVCLC4 15.7 15.7 15.7 15.7 5.2 5.2 5.2 112.8 112.8 34.0 24.3 SVCLCS 160.8 160.8 160.8 160.8 81.5 82.6 82.7 127.7 127.7 179.4 115.1 SVCLC6 136.9 136.9 136.9 136.9 63.8 64.6 64.7 126.5 126.5 165.5 106.4 SVCLC7 17.1 17.1 17.1 17.1 23.3 23.6 23.6 117.2 117.2 124.1 80.5 SVCLC8 -6.6 -6.6 -6.6 -6.6 5.5 5.6 5.6 110.4 110.4 30.9 22.3 SVCLC9 128.3 128.3 128.3 128.3 77.1 78.1 78.3 161.0 161.0 162.6 104.5 SVCLC10 96.0 96.0 96.0 96.0 64.0 64.8 65.0 158.6 158.6 150.2 96.7 SVCLC11 68.3 68.3 68.3 68.3 32.7 33.1 33.2 158.2 158.2 127.9 82.8 SVCLC12 36.2 36.2 36.2 36.2 19.6 19.9 19.9 155.8 155.8 115.4 75.0 SVCLC13 145.1 145.1 145.1 145.1 76.9 77.9 78.0 162.7 162.7 165.0 106.0 SVCLC14 127.1 127.1 127.1 127.1 63.6 64.4 64.5 161.9 161.9 154.6 99.5 SVCLC15 37.2 37.2 37.2 37.2 33.2 33.6 33.7 154.9 154.9 123.5 80.1 SVCLC16 19.5 19.5 19.5 19.5 19.9 20.1 20.1 149.8 149.8 113.1 73.5 SVCLCI7 93.7 93.7 93.7 93.7 56.6 57.3 57.4 56.1 56.1 115.2 73.2 SVC1C18 50.6 50.6 50.6 50.6 39.1 39.6 39.7 53.0 53.0 98.6 62.8 SVCLC19 13.7 13.7 13.7 13.7 -2.6 -2.7 -2.7 52.4 52.4 68.8 44.2 SVCLC20 -29.1 -29.1 -29.1 -29.1 -20.1 -20.4 -20.4 43.6 43.6 -27.1 -15.7 SVCLC21 116.0 116.0 116.0 116.0 56.2 56.9 57.1 58.5 58.5 118.3 75.2 SVCLC22 92.0 92.0 92.0 92.0 38.5 39.0 39.0 57.4 57.4 104.4 66.5 SVCLC23 -27.8 -27.8 -27.8 -27.8 -2.0 -2.1 -2.1 48.0 48.0 63.0 40.6 SVCLC24 -51.4 -51.4 -51.4 -51.4 -19.8 -20.0 -20.1 41.2 41.2 -30.2 -17.6 Max. Compression 160.8 160.8 160.8 160.8 81.9 82.9 83.0 162.7 162.7 179.4 115.1 Max. Compression w/1 10% Overload Foctor 176.9 176.9 176.9. 176.9 90.0 91.2 91.4 179.0 179.0 197.4 126.6 Max. Tension -51.4 -51.4 -51.4 -51.4 -20.1 -20.4 -20.4 41.2 41.2 -30.2 -17.6 Pile Point #s: Pile Cap PC4 5 6 7 8 Pile Cap PC3 38 39 40 Typical Pile Cap PC2 1 2 Grid 6 Pile Cap PC2 1 2 Pile Ultimate Axial Load (k) Pile Ultimate Axial Load (14 Pile Ultimate Axial Load (k) Pile Ultimate Axial Load (k) LC # Pile 5 Pile 6 Pile 7 Pile 8 Pile 38 Pile 39 Pile 40 Pile 1 Pile 2 Pile 1 Pile 2 Pu uplift -173.3 -173.3 -173.3 -173.3 -79.3 -80.3 -80.4 --- --- --- --- ULT1 95.8 95.8 95.8 95.8 54.0 54.7 54.8 147.8 147.8 130.6 147.8 ULT2 95.7 . 95.7 95.7 95.7 54.0 54.7 54.8 175.7 175.7 122.1 175.7 ULTLC 1 177.3 177.3 177.3 177.3 105.9 107.2 107.4 169.1 169.1 218.9 169.1 ULTLC2 115.7 115.7 115.7 115.7 80.9 81.9 82.1 164.6 164.6 195.2 164.6 ULTLC3 63.1 63.1 63.1 63.1 21.3 21.6 21.6 163.8 163.8 152.6 163.8 ULTLC4 1.5 1.5 1.5 1.5 -3.7 -3.7 -3.7 151.2 151.2 15.7 151.2 ULTLC5 209.2 209.2 209.2 209.2 105.4 106.7 106.9 172.5 172.5 223.4 172.5 ULTLC6 3.8 3.8 3.8 3.8 22.2 22.5 22.5 157.5 157.5 144.3 157.5 ULTLC7 175.0 175.0 175.0 175.0 80.0 81.0 81.2 170.9 170.9 203.5 170.9 ULTLC8 -30.4 -30.4 -30.4 -30.4 -3.2 -3.2 -3.3 147.8 147.8 11.2 147.8 ULTLC9 136.8 136.8 136.8 136.8 82.5 83.5 83.7 84.7 84.7 168.5 84.7 ULTLCIO 75.2 75.2 75.2 75.2 57.5 58.2 58.3 80.2 80.2 144.8 80.2 ULTLC11 22.5 22.5 22.5 22.5 -2.1 -2.2 -2.2 79.4 79.4 102.3 79.4 ULTLC12 -39.1 -39.1 -39.1 -39.1 -27.1 -27.4 -27.5 66.8 66.8 -34.7 66.8 ULTLC13 168.7 168.7 168.7 168.7 82.0 83.0 83.2 88.1 88.1 173.1) 88.1 ULTLC14 -36.7 -36.7 -36.7 -36.7 -1.2 -1.3 -1.3 73.1 73.1 94.0 73.1 ULTLC15 134.4 134.4 134.4 134.4 56.6 57.3 57.4 86.5 86.5 153.1 86.5 ULTLC16 -71.0 -71.0 -71.0 -71.0 -26.6 -27.0 -27.0 63.4 63.4 -39.2 63.4 Max. Compression 209.2 209.2 209.2 209.2 105.9 107.2 107.4 175.7 175.7 223.4 175.7 Max. Tension -173.3 -173.3 -173.3 -173.3 -79.3 -80.3 -80.4 1.0 2.0 -39.2 2.0 . In1L1A-k' SL. = Z .0 h' -ToR-- I:\MusFlightSpoce\Engineers\AGM\10_0731 PC Load Combinations.xls 387 Design Sheet PROJECT M , 4k7? cociAjo,f.„.4 LOCATION CLIENT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET DATE 47� to BY 1r r ,►JDPcT eTS : itNIr�2C,Eb OcPS Ito° i ivU,OV' ST— Tutee vs 'if ThX--. hl -.9z7 Irl/ a'CZ 15nors loo'- D' LAD -I Orta E=DIT 3'?U vu = 2001 G , (DO T 7lr✓e ►Ui vI t -TI KI A-1- 9-1-V6 C No `/3 M-wuJ t 1Q012. ED qst?c, i� I C 1 � Cr c-oNS 1Cf5P-' 7 11\ t i L' Cf P\--ar-i ) CorvtrR IJe Lo 11\1C24:f.c 11o' -ro rn-Gott rs T r -OK -post t3l a✓ y t Sl'o(,kt i c�1 'I t -E LlovJEt TO.V-MIT taPlA FT : 1;bv,i5V-, : 1A7w6c z D. of e_ tom, 11,1-rb PiI,E CAP fND Lp lOTo 1 Le ? 0' V2 k Sl ol.( kt.{Gt+oRi r '12 1J > C 0.41 (a. i nol 0.9 16`s },tiba ISO o� tvV 3.1. 1 I V'( 1 1510.3,7-1 1>X o•l 110 .1.3 l d°I 1610 3,11.1 c cr --rf Sets i • 1-00 C2(11- GTr.7L REZ3ak t laFxv1 1T S Nott "GPc C sr• It\ • Pticr.e Coni&RE. -Pl SGS 1 LE S f-014XT4 : 41' Min - 3f1l ,c.- ela s+,'c seckin' '''ct Lt s rt(ta. 0 •ppe 2 r 4I4 f ©- °l f3 7,6wl r;re 1 'ft4 m = 1.0* PILE N YYTomo•Fr z 4V vT; Sty WNW F F fV1kM,x FK-ov\A t.Pt Jai pct 1 Rt 45 l S r mom• 9c36rf c, V 1 I h4'f - Lal) Dg- vvi k, C ' Yz a.FXvtp�T LD,14i - v rv'roY\ ' 97* Lecs-r 19vt j T � tv\� oN t^nirs REMFoiLcoo. fl : -t174.-Ac\i f-6Az-on*:sPlr -ri II p ---(A (0.4.1-)2�.(o.d.�� k►,D21.(o.�•4 WITrh� �>kp>nun�P'ILcalo pst„ ? 1/2 (o.lv 14,/-yt I$C,C)61 12,c0. • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES - ■ Structural + Civil Engineers PROJECT Mw SH t1 rLF. /\ vuY LOCATION 111 SHEET CLIENT DATE D19,110 BY P�6c r>1 t 47q3.‘1 1(Yl n 0 DD.61* �� ksi ii(p3/1, 1�3— /�� ,, - 921 -4k -Fr 'm u rna X = t YY DY NI IoM L11 tk4-b si s ('4 1 \ .22) ) 492 --92 - Ilav meet r -d&- NbiIJCr l'I (,,2 154 vat # (o I Q__S 1,0N6 -t Tlitb(t i i,lr- fl umrt Mots ,1/411 110 « b,j Ao = cp,o. z k VILT1rnr► f-`E,19tok wiNctl thcirudes .TL. Fak Ga -At- PCO ,`{SIS • t,(Sl% OD) 4-(a wi #" - MES krvi ,steal = D 1 92ty kthi )1- Tr * (I(O' - W.) / 1 Tete, k- 13V-INWP L-cr,Vmr' I,atJCr►T�otN� M►S 7 l � n : max l2 * 100 c �II,E LQSCt- I /IO - D" 231 IIf;' - 6 'ell- 04 � 5� eii\l of-tiorocT L o = 2)* (,tasA riteCap dAr eni61On = Oi lO=o" cXtvits(x = I/4 u I(P" PILE AIIA - ( -O", ) 3 131? -04 I DE 4c# 4 Sfiek. TIs-S & 4" (..)'-D". (AT Y(O.\1D 92d- O° : �hc tl`1Gr = renin 11 x On5' M- (o 4. tl2 IIP' 1'H�E 'DI = g' IZ" 389 O 0 0 0 y + x 0 O O O 15 in diam. Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation Tenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 08/08/10 Time: 19:47:43 P (kip) 450 (Pmax) (Pmax) 1 ki%ts-cs bEtiNAk -70 (Pmin) -250 2 (Pmin) • 70 M (0°) (ILft i pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: untitled.col Project: MOF Space Shuttle Gallery Column: Pile Engineer: AGM fc = 2.5 ksi fy = 60 ksi Ag = 176.715 in^2 10 #6 bars Ec = 2850 ksi Es = 29000 ksi As = 4.40 in^2 rho = 2.49% fc = 2.125 ksi Xo = 0.00 in Ix = 2485.05 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 2485.05 in^4 )Beta1 = 0.85 Min clear spacing = 2.11 in Clear cover = 2.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 390 STRUCTUREPOINT - pcaColumn v4.10 (TM) Page 2 Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 08/08/10 untitled.col 07:44 PM General Information: • File Name: untitled.col Project: MOF Space Shuttle Gallery Column: Pile Code: ACI 318-05 Engineer: AGM Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 2.5 ksi fy = 60 ksi Ec = 2850 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Circular: Diameter = 15 in Gross section area, Ag = 176.715 in^2 Ix = 2485.05 in^4 Iy = 2485.05 in^4 Xo = 0 in Yo = 0 in Reinforcement: • Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c)'= 0.65 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 4.40 in^2 at rho = 2.49% 10 #6 Cover = 2 in Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy fMnx fMny fMn/Mu Phi No. kip k -ft k -ft k -ft k -ft 1 230.20 0.00 0.00 49.04 0.00 999.999 0.650 2 -173.30 0.00 0.00 27.67 0.00 999.999 0.900 *** End of output *** 0.31 0.79 1.56 391 Design Sheet PROTECT mop 7Arje„. �Il.r LOCATION CLIENT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET DATE 2)b BY p 1'1 LE At -0--c nt.-6 (, VFL) -r f"(f, C hrN1C4i-o 1(.4 f -C - _ 11770 &°t l�to.3.tl•v 1 ,s -re efjt'1- 'J p0. o I o✓� } -for ✓-"EEL- - �I•1(itcS61> Cr t. -N-EZ 1711-E (2.0i TE *65 r--•04 112 Ls) - L Mtkt �N� IT. 2 NF w) 17owELS I (to) 15K,S v - 15- O` 1:EPTI4 15` oV Z -1-IL- 1, xTR- = 3" +2t-Zv - O. °t 4 la, As 0.61 A (d) i- 5)( o.44 It1 - . klovv) ran. s es-)\-V-r4l- OF Tri: b (7r ILg" w/ 1)e vJt°rtA,s O. °! >✓ A = O. °I 41 S 1‘i * -n- Ci tD`-1')/4 r1 ?°I 4- 11v V . Boo Pct, I✓D12& W 1 1_ 6i # 7iTof- '� 17&4- = SLP, - M.12 It_ FoYZ. F63 : SL P,1 = - 00 it - f\ --r t - P<M \r172I"/ fr PG�j _ ARJ [fit° A s (.4) stioPti- affv-q.. \Ik = ( re -cAcovt, = 11.2e k-- 1,41-46-9_6 Wt }A.= 0,c( SKY -Otte- r,bt I r ., Zancr�l tip . / rte . O (e) = 0-1713 icy • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT N0E .ppctis -' ';`� X11 rc ' r ,4. SHEET LOCATION CLIENT DATE e) Ii I io BY k An�GNa PSGtu17 t GUCn 1UC4Lit�v 1k1 psis 2?p It Cc *'.CJt f1✓ ?ILc unD SZ Pu = - 17 3 -'� k T Sl c'r, (1") — ' (4j) 'R ,A It?E17 —fPc$ F1A-r Witt\\ Rev 17(UE for ---INC- I1J autF7" (9?To14 k) '/f Wkw cEszu1tP o� B`1 Q tLJG 1` 13.E \ - I� my dol? f G = a5oo — m) WtbTf-t 'l'29.92 ivy' = Ti (15- c1„2-)/4 o1, = 1I.2" ?E& a, TP471-19 971: C (M). 11J/�� 4" WIDE PI,ATE 02. (2) Z" v.IDE Pt,kTe- LI; NG -5}- o- -Nt to I.Si i=o2 4 11r5 1192 :??I'-/ (. 051. - 113)/4) oR- CO 2" Tabs Novh .1T I -r 1I'PE iiSIaE " t T r T b = r = M = 1'.1/ tri (r)'/v = . Z4 = 2 r (4 )1/2 = 10 J wew 1Eavot stcE. GN -Y = tI Siic- M J vD M V-11-1 W A- Line Ix = 1T R3 = S1 c n -x 153 = i D (a U 3 nn = Tx + � = a I°W l"4 9-1-2- 0(491'114 Ick = +14 k/,, 393 Design Sheet MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET LOCATION CLIENT DATE BY 39 4 r + ?e.1 _ R� " I IIJC- - r = G/ 7G 4z k/in t 4-.L4 It'r, JE r7.5"/ 21 Z0(v 4 4 24 12-i m WEvt RauteJ b • eh'a-n = 1-3°2 D . 4.P4- -----4- 4-- —� 4 slX s -Ffz.WiM She Wj (tl.f,t ?) /rt,`/c054 io , 0.44` —ti, m t f/Z P -j? 1)110 NIS twuh = 3, cit b ir = 3.o0l t 5� = 0.2'7 " k luvt.1 -i5 tIR-+✓D Dit-36( zit Z 21.74 I:;;v' /ivt F-09._ 2" 171)(Te 740214 = 24 in k" aIS h3 (o. PJioYtif") bh'ii 0-13 ACJ �p h 10Th tn3 4/I" o 92u 'RD�ID� PL 3/f x 2t. WIDE TiArrehT INSIDE OF iir Rif 1-IFE q -z" Wra,L Trh�rrf� Chi' PlAlE Mr wilN\ rft,E CAP MN - 104,12.i -ii- M- \)- 11,9-9 Gt'cP [G f' i.1t* ( •• I04•.17 x 12 It ivq(0.1 (1z/2) (0'44) - L-1 ik -44L. • • Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT plpv 5c,kte cowTTL,e C y SHEET LOCATION CLIENT DATE I^ IO BY prco,., T'11,1; tcw- e --Pct c1-1-101-\ P LA12 t` UPUP-c hT �a = D -4o % tANr-r kC PG3 l'117.11 If- M12- ri t,S Pay a env- u = - 1`172. I- ,w irr ,k -r \1 ��y (o q too ;) �. v L) e 9)(0°F1 Oct' PiOctrn I3 - 2," coJeg -e ToP - � PILE enne:EZoI.") 16 mv6Lo? Fvtw I t,grvelAeiT4 or 1444 \ ,b, : fit h Q� B It:3 C -t ove , 5 v -rtrrh,Av69 L)= 5Tt 7"t. DIA -01 Tt tz 3/44 = 5 4 O_is /?) 04' v -"-b (ye) -0,-0\1117 112�1,Pki ere -0046 1n1 kr -} v To I > OF t r►= \--591,* wicovivis L we,R.d. _ h2;-1,k� , 1,1.7 tZ t/t trlAv 'T I` c4\9s W 4 vink. 395 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT �� • •tuTTL G'A� ��Y , l0(AIION CLIENT SHEET -� 11-10T14 fr GoLAtM1 1711-e t)f DATE g1,110 BYA RA 11-2 O.2p + QE + L + O.2 S E ►N P LEZ 1Tc -1 Cor.1S t -p (Doi Qr_ Vw QF = SLoE x PN 4 e f'A *e gut j 92- /C- fl./14T4 Of i-h-,-sY,° * TN 'iv oas ��u= VK42.1e • • 0 0) 0 0. O V E 0 Plinth Design Forces Pu (k) Vu (k) Mu (k -ft) 1.2D+Qe+L+0.2S 0.9D+Qe 0.9D-Qe ft'EQx (k) 11'EQy (k) Mux Muy v - NO N 'n n 1 a a n n NO (" +1 N N r)M 17 (" 'n '0 m CO t7 m m N el 0 O CO CO 0' 0- 'V 00 a NO 'O0 DSDCO .0 m 0 0 0 -0 n '00'0 1 01 001 a--NO(7'n f7 e7 n n 0) 0 'O 'O n O m m a M a a '/1 P cr. nN- nm O. N '0010 a-4-17 N 0- Vert. Load Eccentricity Iex (in) ay (in) N 011 0 0 0 0 0 NO.NO030304 'o 'a • Column Lateral f1•EQx (k) f)•EQy (k) m m O. O' NI- 0 0 a `O 'O O mo%.030 0 000 Plinth SW (k) O N NY t') f7 en Column Axiol Loads PD (k) PLL (k) PS (k) PpEQ (k) 'A n 'O 0' a 0 t') 'O CD N N 0 a - - N a a 000 ,,410)01 n'na 0000'n'0N Na n- 'n OP — M N N CO CO ..0 L E- `-' y O C V - CCO -13 N N N N N N N 'O m m '!) " " — QC:C C6 aQmdo;o; M. N 17 a 'n 'O 000000 8 Z eers\AGM\10 0803 Column Plinth Design F :\MusFlightSpace 397 O 0 0 61 x 52 in Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation ,tenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 08/03/10 Time: 10:22:22 -5000 P = 475 kip 5000 — My (k -ft) i i -5000 — 3 �1 • 1 pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: i:\MusFlightSpace\Engineers\AGM\Plinths\Column C1 A-1 Plinth.col Project: MOF Space Shuttle Gallery Column: Plinth A.2-1 Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 2334 in^2 Ec = 3605 ksi Es = 29000 ksi As = 15.00 in^2 fc = 3.4 ksi Xo = 33.35 in e_u=0.003 in/in Yo =14.15 in )Beta\ = 0.85 Min clear spacing = 6.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 398 15#9 bars t? rho = 0.64% Ix = 394564 inA4 ly = 519831 in^4 • Clear cover = N/A 3 G� *O.f4 #4- O 61 x 52 in O Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation •nderness: Not considered Column type: Structural Bars: ASTM A615 Date: 08/03/10 Time: 10:20:46 I I I -5000 P = -439 kip { 5000.— My (k -ft) -5000 — Mx (k -ft) 5000 pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: I:\MusFlightSpace\Engineers\AGM\Plinths\Column C1 A-1 Plinth.col Project: MOF Space Shuttle Gallery Column: Plinth A.2-1 Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 2334 in^2 15 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 15.00 inA2 rho = 0.64% fc = 3.4 ksi Xo = 33.35 in Ix = 394564 in^4 e_u = 0.003 in/in Yo = 14.15 in ly = 519831 in^4 etal = 0.85 Min clear spacing = 6.87 in Clear cover = N/A Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 399 STRUCTUREPOINT - pcaColumn v4.10 (TM) Page 2 Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 08/03/10 I:\MusFlightSpace\Engineers\AGM\Plinths\Column Cl A-1 Plinth.col 10:19 AM General Information: File Name: I:\MusFlightSpace\Engineers\AGM\Plinths\Column Cl A-1 Plinth.col Project: MOF Space Shuttle Gallery Column: Plinth A.2-1 Engineer: AGM Code: ACI 318-05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section: fy = 60 ksi Es = 29000 ksi Exterior Points No. X (in) Y (in) No. X (in) Y (in) No. X (in) Y (in) 1 0.0 0.0 2 33.0 -14.5 3 61.0 5.5 4 61.0 37.5 5 17.0 37.5 Gross section area, Ag = 2334 in^2 Ix = 394564 in^9 Xo = 33.351 in Reinforcement: Iy = 519831 in^4 Yo = 14.1454 in Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area, As = 15.00 in^2 at 0.64% (Note: rho < 1.0%) 0.63 1.00 1.41 0.31 0.79 1.56 Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) Area in^2 X (in) Y (in) 1.00 1.00 1.00 1.00 1.00 5.0 57.0 43.0 57.0 10.0 2.0 34.0 34.0 16.0 13.0 1.00 1.00 1.00 1.00 1.00 32.5 19.0 15.0 49.0 14.0 -10.5 34.0 25.0 2.0 -1.0 Factored Loads and Moments with Corresponding Capacities: 1.00 1.00 1.00 1.00 1.00 57.0 32.0 57.0 40.0 23.0 Pu Mux Muy fMnx fMny fMn/Mu Phi No. kip k -ft k -ft k -ft k -ft 1 475.00 296.00 0.00 2024.92 0.00 6.841 0.900 ) 2 -439.00 296.00 0.00 673.46 0.00 2.275 0.900 3 475.00 0.00 372.00 -0.00 2293.84 6.166 0.900 4 -439.00 0.00 372.00 -0.00 719.10 1.933 0.900 400 7.5 34.0 24.0 -5.0 -6.0 }Bk • ■ $sss "ME ,■; ity |31ho ... 4 mi 1WR �§§q I-�-. SSIMNN Ohs 401 3. • o 11 r 402 PLINTH AT 8/2 (A/2 OH) PLINTH AT A.2/1 (A.8/1 OH) r J TYPICAL PLINTH PLINTH AT B/1 PLINTH AT A/1 • • • • • 403 • • • • • 7 ‘; c • • 4 • • • • . $ ' • Abb. • -.•.4, • ' ' • .4. • • •. rf4 • . • 4 • . • , :•• L" • " • • A "1 • • • • %. • • •• bY • la: „. • • • ( • • • 0 tat Tyr • • b r) TTI r'7 kri X tri "I 0 6 • 6 6 W(1ZDA 1 Project: Museum of Flight Space Shuttle Gallery Date: 8/13/2010 Engineer: AGM Notes 1 Tie Design Force = .1'Sds'(1.20+1.6L) 2 Where tie deemed required, a lateral capacity check of the pile gr 4 0 6 I:\MusFlightSpace\Engineers\AGM\10_0810 Column Reactions and Piles.xls e Pressure Acting on Pile Cop + Adj Grade Beams + Pile Group Col ID PC Type Axial Loads PD (k) PLL (k) Pile Cap Thickness (ft) Pile Cop Area (ft) 'ressure on Adjacent Grade Beams Bottom Depth Top Pressure Pressure Passive ft (psf) fpsf1 jk4 Passive on GB +Pile Cap + Pile Group (k) Tie Design Force/ Total Passive Resistance 0 1 PC4 C2 PC3 C3 PC3 C4 PC4 C5 PC4 C6 PC4 C7 PC2 C8 PC2 C9 PC2 00 PC2 CI 1 PC2 C12 PC2 C13 PC2 C15 PC2 C19 PC2 C20 PC2 12 -- 54 -- 12 0 34 0 27 0 21 0 85 5 80 5 69 23 53 5 55 7 57 5 74 5 52 4 20 0 25 0 25 0 14 0 0 0 0 0 5.0 3.5 3.5 5.0 5.0 5.0 3.0 3.0 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0 0.0 0.0 100 19 19 100 100 100 24 24 27 24 24 24 41 24 0 24 0 0 2 300 600 14.0 3 300 900 37.4 2 300 600 14.0 3 300 900 26.3 2 300 600 14.0 3 300 900 27.3 2 300 600 11.5 117.6 64.9 41.5 53.8 41.5 54.7 39.0 0.33 0.52 0.50 0.46 0.53 0.41 0.48 - Pressure Acting on Pile Cap + Adj Grade Beams + Pile G oup Braced Frame at Grade Axial Loads Beam Col ID Col ID EPD (k) EPLL (k) Pile Cap Thickness (ft) EPile Cap Area (ft) 'ressure on Adjacent Grade Beams Bottom Depth Top Pressure Pressure Passive ft) fpsf) (psf} (k) Passive on GB +Pile Cap + Pile Group (k) Tie Design Force/ Total Passive Resistance 12 11 36 50 54 6 31 34 C9 6 70 18 BF Grid 6 81 0 0 0 3 4 0 0 24 189 3 300 900 37.4 4 300 1200 70.1 5 300 1500 42.0 48.7 81.4 45.6 0.38 0.16 0.62 Notes 1 Tie Design Force = .1'Sds'(1.20+1.6L) 2 Where tie deemed required, a lateral capacity check of the pile gr 4 0 6 I:\MusFlightSpace\Engineers\AGM\10_0810 Column Reactions and Piles.xls Design Sheet PROJECT 1,4 of 9focuo l 5apci jut"pySHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 0 BY fl c 01phito -11g7 f'c 1 12177. U. ?/ v OtATok -T►Es MI6-►, s rYLI Crc4 z D•IOsbs 4- (.1\-1,-rofet> I(C> -11:UJr T11..,6 OP ICac uM T> 71lxuk-r 02- cowtMwA r-0141•IVKI A IIf PSkk'f 71'012,ES • t-Afq-•Yr)wsbA Tioi-1 72°I Pik pt-&\ 31°a til .10. - 2 = 11E blrnetSSio,JS 9rn k- /u.vfr CA2-0s s - z-rfaJAv -t>►rn slo' = C22 C- Z _ /,10 V -fie Yhs lizoi i 1),e1). 14� x Z4" a" x vl , o?. ,co ` x 36" kl XA 1-1. O. V. lie mA-yvl O,o5.61, zt I m,►TS C 1/050 ez2To t770 re -OV IDS KT An ymkwc-s-r Ca-044-�itzz- c rtt- p►r� S l c�� 1i" Lk7 1)1YY10) 3S I01J tVy St-RziN-1G- .) S' IZv IZv Gokvot>I►J Cori, hR2i 1-10= o.?)o + (o.fas ) .- � I)��- wlti t = O. c5 CornVP io - coo OL,,V, ca L or\wb ITA iietkYA ''Il le x24" 2�v x 21-4 30v X 3(9" 061 'F ii11 i0 V.71 '2 t & - > 3`1-C i li- t 17 11 C'°"IPr ICJ 0,e)0 0.(0 5 (0-M 4 d- (1-5; (10 x 24-t - (o it,j) 4- 14/0 D -bo D. (,s (0.4?)5 *4 (7-4°,c 24, — co ;h') coo D_t * 0- (85(D-0 * 4 C3covx3(,," if(40 ih 14b�- 1/51 (c, is) I 11-4 i- (Po ',; jk (0 2-44.(61`- 407 4-`(6k 407 Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY 408 1'--1)41Jb&-11ot-\ 11E + •• kz GPc1'6 c -0147,1-6v t 5 01-\e 171'r-. -r r (K1 (4-400-(7, ritx al ‘"Wciec?" kki (2) 6i'r SZT ot I 01 o Se5 -PIA G IS'Wb 13`( PI1,1% (; -aur Gtr kt i' \-1" -1)17-C/>-.)- Ph -t Lir. G-ul� k ori (2) IIi"k-rls l'APCK - iE RAP -C6 e[ILE cd.rh. = 3B411- 0to�P� 1'1a entour CiTtc-tni _ I( 4-.?;, + 0.cp 11.2�� = I� �`" < �>^• tr TE 1rn ' b ks N E-CEzf- -Y q ►� ) C d DlhNp�lC -T1 i" �1? �Pii t D�- T fog EQA ill it iW 1' I L TIF. M IX1Lz n-OrLs t s = Mir Pct +ice am 10 nt-n.ar itr CATAcI 'i =11.151` ( 1(v"+' S i � �' ( pl t, { 1 i `(Ep }j�c�'cpg349,v,t6 UQUirttA > cD11- tRor--t ) - 90 it (P104:10kfr)//151L-10k *-(11.18`-IOL) s t 5(o kb. R -r SII - Ckr : vyla l V k Col tri + AWL w ptl-E (J f 5 4+ G? 04,1 = 9i2,3 ' k -r 1 o x I ti PILE cite (cs) -, z Mlma� ,r; ie Car yi_ o• j=V L ext.tS11*12-t 46 5 a SwTlot.i 0W to' X to` PILE Gke l'bq•1 k SFs 1-151k . v►r,a, - 114.1 k- i'o" TP -1B 'Itx bke vt,Aekt. w►k-n f Mn2. r1OR- 3 0 x la.'"D" X116 Mme = 14(b k '�� S t.T,al ► #t 5 e Cvv O -. 122 k CO- `v -N + 11)'-• Pty 144 WI 4 2;10k Cxw = 511 k AT V x 0' p IL Urf 3-eII ' = 9A,`.-73" 7292v iks-{ 1 = 0.4 5 frehlAh2 oci- 4 r7etL / _I 507Th; Vbv / '' lf'p .X" (e0 � l / f� (b$5 1L,* (PO °I = I,550,t Cod �� (33 0-4`"/Z) = 9_53.11 k -f- . Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT MOF LOCATION SHEET CLIENT DATE ri VI lO BY k i f OIAI.ID(KION‘ 'f113� ICS- C1-(40 (v srw St ATJ „ St -KN 3 Sri `- r 4- 1r,' -e l 1 1 T t T 5K 1,6 1,- iiW 'J. 4w 2.0- If)" A' Gum 139m To Iz-E'IST i-iE Fritce kr si lnJS 11 L , 31 4 m,, -.).0E = - X 920'-0'/4. ,, 1t. -Cb k - k rax Mkx -t1E riyoz& Kr 1,11.Ei ofkr otJ Ec�-Ib 4k 4.(2•0/)*2 (2> Ilry 1-f IVt rI1-- GAP bt' a --ID (o TYr TILE (0-ctkp c)v?ruTT = .�(+ o.cp I22.1e- 4.5 k -pE i:t c. kr ►�� GA -'Ps No -1TE izuzilAUt> eNDic44L l-- -t6 CtQ-lt> (v. r-oIA01)►rT1GtA efe-ib Pc M.- 15f it -II • .TE• rate ® ll M10E .(OT`' (ISLto")*(31'_1°_1510/ 1.) 1= 144.6 It. -33t-Nri-1 Muli)(%1,4_1_01,s - 144.5H+ 4-3°I,V`4.(15,Io)*(31'-I'-I51Ia') + 31_J" $o1.V rnq-X MW xx IToritt. ;y31 I PA- 13-0-4(I1's° *(31 -1' -II -6.) °M. I kit Ate- tnn 409 • MAGNUSSON KLEMENCIC ASSOCIATES • 2 2 LATERAL DESIGN STEP 2: BUILDING ANALYSIS AND DESIGN 2.2.10 TASK 10: DESIGN THE GRADE BEAMS The grade beams are assumed to support a 5'-0" tributary width of adjacent slab on grade as well as any reactions from vertical steel framing along its span. The grade beams have also been designed to support exterior cladding. Where required, the grade beams have been designed to resist lateral loads imposed by braced frame lateral reactions, as well as passive soil pressure. The grade beam section includes a 6" wide notch where the adjacent slab on grade bears on the beam. This notch affects the concrete compression block in positive bending (bottom steel in tension), pushing. the neutral axis lower in the. beam and reducing the section capacity in positive bending. In negative bending (top steel in tension), the notch limits the number of reinforcing bars that can be placed in a layer. Multiple layers may be required, thereby decreasing the d value and the negative bending capacity. In designing the grade beams, it has been assumed that the grade beams will have been placed before the placement of slab on grade. At perimeter grade beams, the 6" notch allows for this sequencing. Where the slab is continuous over the grade beam, a reduced grade beam section is considered, in which the beam top reinforcement occurs below slab depth. As the grade beams also act as tie beams between pile caps, shear reinforcement is provided over the entire length of the beam, confining the section. Structural Calculations Lateral Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 410 Design Sheet PROJECT AgirM [Tv &k R' MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE 11 ,LA 9 BY %1u—(la-A�S�EX- (WA 1 IL'/ACP PCr l►D P hYvl ?)M- ifq Avi ti 6\v' I. o E - 129).y .� C/O►JGd�i _ 1,101- out&n L ' 1,� 0. (e ki o. -►5� = \. \el 1411112E U - ?nes n kr ecf-tbt b hwi ova_ ro, _ oce Ca0.90 In') - (-4) 44'n Y ov- 121 o" wig 1) ace�(� � nova- - 92" cola- /� n = r 5 .� 13 -oVIDE (d) *4 X f PT 11th are • • io) Design Sheet PROJECT M O - Tri/ ('( LI.eRY LOCATION CLIENT MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET DATE 1-1 10 BY tscrxm C -DE $M tE V -N1 yI ID-ril t6svtrv1 Foz Sly oTJ Grp -PSE LOMB (S17) Lobs Gr -Ate 'k -M ALF JT IV X 24'11144_ ,. 1v)0 P6r- = Q W e 24vx24-"/►��)( 1 0 -to k f x 3c�" x 5(,-44415O Ycf. - I . -2I5 W -c -vJT (o"/12 4C Ido r - 153 r SIA h-v'lt'o b b��YD O rsr LME 100 rsr C w j wk -1-i- -VEND Uterns Nu, 1.11 wPciA- RST, c1.1 pc -pts -v_z R ---b l oKD Pclisokicf CT ► ►crn-1. 14 (zok-ps kt•lD i 1Cft-1 kt1W-is. 412 Evi 9 9 • _ GI--kt>UII-1 / frIA- 9 c•I , 114c4A -41)EN1 • 0. \co S / / HI ti,1 I I .,, ..;',,...,----,===.-...7., -...- ._.-,i, _.:-...ril : ,,1 [-..,-.• ...-- ;A., rdli'6 I PI I I,o, .•• • i i 1 I i i I 1 11 ', 1 i 1 il 3417'..i.E.R...,7.HEH77..:L.7 0 : I ..• 413 • ic 6 I V Pelswee£1 oPei0 LZLO-01. lAIV 8Z:Z He 01.0Z 'et. BnV MS gels '1, 019 :specn • • P£J'sweas ePaio LZLOOOI Wd SZ:ZL le 0602 E6 6ny MS 9°J '2 019 :SPeol Si x w F 5- PCJ'swee9 oPeJ9 Lo -0i. 1e 0 LOZci6nV 11 IP 019 :sPeol 5 Loads: BLC 5, Wall SW Aug 13, 2010 at 12:28 AM co 10_0727 Grade Beams.r3d p£rsweee 9Pal° LZLO 0l Wd BZ:Z L 3e 01.0Z 'CI. find • p£J swea9 apeJO LUCID Wd 6Z:Z6 ie 01,OZ'EL 6ny MOUS •9 318 •spec N V1 V oz pgrswe98 aPP-19 LZLO Ol WV 6Z:Z6 3e 01.03 'CI. 6ny 03o41 'L M9 :sPeol O CO x 42 Design Sheet PROJECT 1,,110 cq G/rMTTI/Fi ill i MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers I SHEET LOCATION CLIENT 15x24 DATE 1 ,9). 10 BY Ati1r-n Cs) 41 24xl4 3(1 ° x 921O" m. caNinavtgi\--Tics 4, RskF Jneai, 4)._ ,c14 1 1'X3(." • Design Sheet • PROJECT Mor MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE ri %(0 BY k,,n A G-tt: &MS for- 1?; W1DEi x 24-" pecf -tam POsITi taJt4NG G. is IC`+t I2' 4 Tosl-rIJ t C`0.(2)'ca(17-0") fu a < T= As 4 clay T -As 1 -- 5 -x I.O ;�' ' CQO kc( = 12Oo C= 300 a =ok/ 17- 11254' (D. �5 � �- ►moi Y:12-`) C=3cbk = 05f't (0v4014 + 0.475fPc (a-(o')*10`" a -(SOI` - 0_Q254-4_ILsi 9-6 -li + ots 4Iii (o"*-Ia> 0-a5 4 Ihi -$ I`3" /J u/.94 +mr,= O.9P { (d - 3/2) = OMst 300 k >t (24-`-3 05 2 111.5 — (01;f2)-..-3'1LL0. 1t- `` IZ C GK = 0.9 : 0Oo3/G = �t /( wt O = a1047r2 = 2) .1" = 0_00'5* ( 24'- 3 0.5" - 1 12-15177.- - 6.1;')/ 8 I. 0,0044- < 0.005 -rp\ls IGEN C.On1-t--ou-aD ) 353k Nto-g451=I14C b= Ib"- T G - 1E 1-0 in" * (DO i = I1-4* - \ZO - / (p_q75 4( 4 1psi ' IQ)°) = I.Hto" ¥Y1nr= O.°I I< 11,0 k 1W-ip" - 0.5"-1.12$72. - 1.1(172)h no•(a k 422 ( uNs ►�eQ Vow 1 1P stz,-Rx l w 1 (5)'* 1 VOK- ►JZ ATNE moV► - : Orn. - 212 4 0.9I,o S-Tpz-IAP- 1126- 1.12.ec&-1.125' -I. — I •Izb'+ - 0.5" srl zgle = - O.IA'�` 014 C2) 111 dog 7 Q N u .- D c rn W cu V O Q L 0) L O E 7 7 `a) a) 0 a Grade Beam Positive Bending (Muxx) 423 Considering notched depth in compression c L a c 240 5.9 6.9 19.9 0.006 0.90 339.9 305.9 240 5.9 6.9 31.9 0.011 0.90 579.9 521.9 240 3.9 4.6 19.9 0.010 0.90 359.5 323.6 240 3.9 4.6 25.9 0.014 0.90 479.5 431.6 240 3.9 4.6 31.9 0.018 0.90 599.5 539.6 300 4.9 5.8 31.9 0.014 0.90 737.1 663.4 420 6.6 7.8 31.9 0.009 0.90 1001.4 901.3 300 2.9 3.5 31.9 0.025 0.90 761.6 685.5 L a C C V 0 Tension Reinf (in2) Dimensions Notch Width Notch Depth Width (in) Depth (in) (in) (in) NO NO NO NO NO NO VO NO NO NO NO NO NO NO NO NO vNOv oNONONO.O N ch N CO CO C7 CO N) •-- N N N N N CO Grade Beam - Positive Bending (Muyy) Considering notched depth in compression C S a c V 0 LIZ N 0 N `Zr 0 0 O 0' C,) O 0 L Q. Q c L 0 0 Z L co) 0 0 1 a 0Z E_ Q L C L 0 -O 'O v N O M • ,O 73 O s 0 0 C 7 O E O a) L_ ) 0 C • a) y c 0 V 0 V 0 '0 O 0 0 a 0 0) 0 c 2 O 7 CO 0 O - O Eo 0) 0 O CO Z 0 E -o O 2 m 0 a) 2 _ca- ) 20 0 O o z _N N a) a) 0 L 1 0 0. ice / CD L 8_0 00 0 ▪ ;0 Ex aa)) E `O c 0 0) •c CO Ce E 0 a) y V Q) 00 0,-- V) N '3 a) D 0 3 z tz tr s _ — b1 cp V s- Z J c- S -- — to,t.i x X �c X csn 4s cc, E -i- ii OS ii (so IDA- 1i. • IBJ X IG.11 it 13 3t / 6 lig smt x N +IV , `1�� "��' ,....,44:1___,<-(4' .<;:, `J .1- /�,v� a ii• i IMINI m ' ...ID I.Ix Z co csi •1 x N t(, M doon � Mil rQ Iri aii m Ia cD � S CD CP K's • s •i I/ — J . r. 110 oft Cr" it 1414 ..I .I + J o �7.` .--. o cD Aug 12, 2010 at 7:56 AM 10_0727 Grade Beams.r3d L 1 4 24 117 r s W � � O 1.i� --A-- - fi x 425 .- /' (f IP 11 (% tCs n or c`i cit 1 ii .■ 411 1111■ '■■I '■I 10 r r CrN l"\ t- J 1n • • 4 4 a Cr. 6- 6- 6- Q- °— at i = * l` /^ /' Q s d1 N r J • • 17: . • 4 11 1■ • 11 11 11 • 214 A x T N 5 2 m 0 2 m01 nc o6 > m c to E2 to 2 Aug 12, 2010 at 8:21 AM • 10_0727 Grade Beams.r3d • • r4r4 A x x �c x x IO CP r) ■ • ■ ■ ■ NWa 1).111■ 1•••• 1•••■ uu 1••• 1••■ u• 11■ Iii • (0 • • ■ I0 Cr) m Aug 12, 2010 at 7:56 AM 10_0727 Grade Beams.r3d 426 SAP2000 8/9/10 17:46:36 427 SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_Iobby BF - Joint Reac 0.21_. 6 , Q , v' Q-• (s.; S. 96 419.78 CS; Joint Reactions (ORTHOG_RHO_ENVE) - Kip, in SAP2000 v14.2.0 - File:10_08_05_MOF Shuttle Gallery Lateral Model_Staged_modified East EI_lobby BF - 428 Design Sheet PROJECT LA Rrik 1TL R1401 MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE 11z'� to BY Ilxm &Ott Berm v10 2.4 v x -22V` kt" lz- 11 12--11 1 p"Y1,5* +�o�lzor�r� 13F 12 - 11 '. Q. Mo sps (LI, D + I Io L) TIT: 1ti2LE - rtL.E G--2ouP - \.6- 11.31'- 1L , -ri M0i1= 1. (14 -r o E -[ PE For Ma y1 . -F•zailie. .E1\D 11 4 _ `xxx Muxk = • / • 4 - . • • . • . • . • 1 + 0.10.,; r - + I Co, L51 y_ Ii' -to")* i 15� la" Mw 71 =021.5`'+11.77 SIDE 1?-1\eS IMW (iff 1.oL+Ion ThO9 k+ 0!)5. - 177E -Pr kohl, (mE 3%01 +1.31') (31'-I 15'10, 31'-1` 2t- �Rlk 1?E11IRNA %t C1 PILE Lke) • 2000— My (k -ft) (k -ft) 2000 00000000 Ilii0 0 Y O O ± x O 0 0 0 0 0 0 0 0, Mx I { { _ 427 / // _ — 24 x 36 in 1 I 1 13—{ Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation 1nderness: Not considered Column type: Structural Bars: ASTM A615 Date: 08/13/10 Time: 10:57:59 -2000 -2000 P=34kip pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: I:\MusFlightSpace\Engineers\AGM\10_0727 Grade Bm Grid A Biaxial BF 12-11.col Project: MOF Space Shuttle Gallery Column: GB BF12-11 Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 864 inA2 21 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 21.00 inA2 rho = 2.43% fc = 3.4 ksi Xo = 0.00 in Ix = 93312 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 1110 4eta1 = 0.85 Min clear spacing = 1.17 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 • 430 STRUCTUREPOINT - pcaColumn v4.10 (TM) Page 2 Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 08/13/10 I:\MusFlightSpace\Engineers\AGM\10_0727 Grade Bm Grid A Biaxial BF 12-11.col 10:57 AM -general Information: File Name: I:\MusFlightSpace\Engineers...\10_0727 Grade Bm Grid A Biaxial BF 12-11.co1111 l Project: MOF Space Shuttle Gallery Column: GB BF12-11 Engineer: AGM Code: ACI 318-05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in^2 Ix = 93312 in^4 Xo = 0 in Reinforcement: ly = 41472 in^4 Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3•ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 21.00 in^2 at rho = 2.43% Top Bottom Left Right Bars 8 # 9 6 # 9 3 # 9 4 # 9 Cover(in) 1.5 3 3 3 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy fMnx fMny fMn/Mu Phi No. kip k -ft k -ft k -ft k -ft 1 34.10 781.00 495.00 863.34 547.19 1.105 0.839 2 34.10 781.00 -495.00 885.53 -561.25 1.134 0.819 3 34.10 -855.00 0.00 -1288.56 -0.00 1.507 0.900 *** End of output *** 431 0.31 • 0.79 1.56 Design Sheet 411114 PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE BY Cificte laecrA C- -1b kr PFI-cP E 1+tu ►t - _ 41.,1.- 0 to Svc (1.2S +1./9 t-) Til: - Ae-atP — LA t -4- C rk nY 2.11" MA►. of = . f o.►oSps (1.2D +11,90]1 �IL )C�L�I I1 e�)/ v) JJ 3i rfr NAL,yy = 47.1w t 2 t-k-(II'-a)L31-1'--►I�v)i / � aF - e >1 _ �Ip3 k 'L \Li, = [4in ¥7-:I11x (5,._ ,_.. \IP-en,L31,- I,;) = 31.1 1 bf- IYIu�� 1'._alc� (,-) # 9 Sim -P7aQs IMIl CVCci4 •'LTION St—O4 41i 12 - 11 lfW -terActmcl &I -Jew 1.1/16 +1.OL + I.oE kA XK t MA ku- 6112' tL 1>9k -nn 'quirt/ - k + 31.2 (05.1,t4- C.,1 05.1,t4-C'1 WthT� ftXls WTD to(15 Sum of Tie ra..a . IL1 tkM . 432 0 0 0 0 0 0 0 0 0 0 Y 0 0 0 x 0 0 0 0 0 0 0 24x36 in Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation anderness: Not considered Column type: Structural Bars: ASTM A615 Date: 08/13/10 Time: 11:04:49 2000 My (k -ft) Mx (k -ft) -2000 2000 P = 34 kip -2000 — +2 • pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: I:1MusFlightSpace\Engineers\AGM110_0727 Grade Bm Grid A Biaxial BF 54-6.col Project: MOF Space Shuttle Gallery Column: GB BF54-6 Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 864 in^2 20 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 20.00 inA2 rho = 2.31 % fc = 3.4 ksi Xo = 0.00 in Ix = 93312 in^4 e u = 0.003 in/in Yo = 0.00 in ly = 41472 in^4 .;eta1 = 0.85 Min clear spacing = 1.17 in Clear cover = 1.87 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 433 STRUCTUREPOINT - pcaColumn v4.10 (TM) Page 2 Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 08/13/10 I:\MusFlightSpace\Engineers\AGM\10_0727 Grade Bm Grid A Biaxial BF 54-6.col 11:04 AM -Cneral Information: • File Name: I:\MusFlightSpace\Engineers\...\10_0727 Grade Bm Grid A Biaxial BF 54-6.col Project: MOF Space Shuttle Gallery Column: GB BF54-6 Engineer: AGM Code: ACI 318-05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in^2 Ix = 93312 in^4 Xo = 0 in Reinforcement: • Iy = 41472 in^4 Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area: As = 20.00 in^2 at rho = 2.31% Top Bottom Left Right Bars 8 # 9 5 # 9 3 # 9 4 # 9 Cover(in) 1.5 3 3 3 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy fMnx fMny fMn/Mu Phi No. kip k -ft k -ft k -ft k -ft 1 34.10 513.00 363.00 805.18 569.75 1.570 0.843 2 34.10 781.00 -495.00 875.82 -555.10 1.121 0.817 3 34.10 -855.00 0.00 -1165.22 -0.00 1.363 0.900 *** End of output *** 0.31 0.79 1.56 434 Project: MOF Space Shuttle Gallery Date: 8/13/2010 Engineer: AGM RISA Joint Reactions DEAD REACTIONS GRYY 0 58.214 0 0 0 0 YYA 0 44.14 0 0 0 0 GRXX 0 23.367 0 0 0 0 XXA 0 15.808 0 0 0 0 GRA 0 -23.307 0 0 0 0 4A 0 86.214 0 0 0 0 3A 0 134.734 0 0 0 0 2A 0 115.299 0 0 0 0 1A 0 19.253 0 0 0 0 GRB 0 12.904 0 0 0 0 5B 0 51.118 0 0 0 0 4B 0 54.721 0 0 0 0 3B 0 56.622 0 0 0 0 2B 0 69.524 0 0 0 0 1B 0 24.042 0 0 0 0 GR6 0 40.64 0 0 0 0 A26 0 115.013 0 0 0 0 A56 0 63.401 0 0 0 0 A86 0 103.793 0 0 0 0 6B 0 38.409 0 0 0 0 GRZZ 0 11.805 0 0 0 0 XZZ 0 48.528 0 0 0 0 5ZZ 0 35.447 0 0 0 0 6ZZ 0 14.905 0 0 0 0 4ZZ 0 -60.611 0 0 0 0 GR1 0 17.938 0 0 0 0 1A2 0 66.219 0 0 0 0 1A5 0 74.932 0 0 0 0 1A8 0 66.219 0 0 0 0 B1 0 17.938 0 0 0 0 Totals: 0 1397.229 0 COG (ft): X: 50.626 Y: -26.778 Z: 0 4351:\MusFlightSpace\Engineers\AGM\10_0731 PC Load Combinations.xls Project: MOF Space Shuttle Gallery Date: 8/13/2010 Engineer: AGM RISA Joint Reactions �1 LIVE REACTIONS GRYY 0 48.37 0 0 0 YYA 0 31.172 0 0 0 GRXX 0 25.331 0 0 0 XXA 0 12.177 0 0 0 GRA 0 -6.336 0 0 0 4A 0 22.232 0 0 0 3A 0 38.875 0 0 0 2A 0 34.49 0 0 . 0 1A 0 •4.004 0 0 0 GRB 0 3.324 0 0 0 5B 0 14.148 0 0 0 4B 0 16.029 0 0 0 3B 0 14.894 0 0 0 2B 0 17.646 0 0 0 1B 0 6.125 0 0 0 GR6 0 3.602 0 0 0 A26 0 10.443 0 0 0 A56 0 3.498 0 0 0 A86 0 8.188 0 0 0 6B 0 3.017 0 0 0 GRZZ 0 6.115 0 0 0 XZZ 0 21.09 0 0 0 5ZZ 0 9.692 0 0 0 6ZZ 0 3.836 0 0 0 4ZZ 0 -17.912 0 0 0 GR1 0 4.542 0 0 0 1A2 0 14.642 0 0 0 1A5 0 14.13 0 0 0 1.A8 0 14.642 0 0 0 B1 0 4.542 0 0 0 Totals: 0 386.55 0 COG (ft): X: 40.354 Y: -10.944 Z: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0. 0 I:\MusFlightSpace\Engineers\AGM\10_0731 PC Load Combinations.xls 436 Project: MOF Space Shuttle Gallery Date: 8/13/2010 Engineer: AGM RISA Joint Reactions SNOW REACTIONS GRYY 0 5.93 0 0 0 0 YYA 0 4.97 0 0 0 0 GRXX 0 4.362 0 0 0 0 XXA 0 1.838 0 0 0 0 GRA 0 -0.38 0 0 0 0 4A 0 1.103 0 0 0 0 3A 0 3.716 0 0 0 0 2A 0 2.711 0 0 0 0 1A 0 -0.342 .0 0 0 0 GRB 0 0 0 0 0 0 5B 0 0 ' 0 0 0 0 4B 0 0 0 0 0 0 3B 0 0 0 0 0 0 2B 0 0 . 0 0 . 0 0 1B 0 0 0 0 0 0 GR6 0 1.809 0 0 0 0 A26 0 5.323 ' 0 0 0 0 A56 0 5.535 0 0 0 0 A86 0 5.377 0 0 0 0 6B 0 1.956 0 0 0 0 GRZZ 0 0 0 0 0 0 xzz 0 0 0 0 0 0 5ZZ 0 0 0 0 0 0 6ZZ 0 0 0 0 0 0 4ZZ 0 0 0 0 0 0 GR1 0 0 0 0 0 0 1A2 0 0 0 0 0 0 1A5 0 0 0 0 0 0 1A8 0 0 0. 0 0 0 B1 0 0 0 0 0 0 Totals: 0 43.908 0 COG (ft): X: 34.181 Y: -5.466 Z: 0 4 3 71:1MusFlightSpace \Engineers\AGM\10_0731 PC Load Combinations.xls • RISA Joint Reactions X Y Z rho'EQ REACTIONS • Project: MOF Space Shuttle Gallery Date: 8/13/2010 Engineer: AGM GRYY -21.613 -28.765 0 0 0 YYA -17.967 -22.075 0 0 0 GRXX 0 85.265 6.034 0 0 XXA 0 56.405 -41.884 0 0 GRA 0 -32.82 -27.031 0 0 4A 0 70.371 56.845 0 0 3A -8.815 33.395 14.664 0 0 2A -9.152 8.457 -3.112 0 0 1A 0 -0.923 0.519 0 0 GRB 0 0 0 0 0 5B 0 0 0 0 0 4B -14.92 0 -37.19 0 0 3B 0 0 0 0 0 2B 0 0 0 0 0 1.B 0 0 0 0 0 GR6 0 6.879 0 0 0 A26 0 35.603 0 0 0 A56 0 64.523 0 0 0 A86 0 49.03 0 0 0 6B 0 91.965 0 0 0 GRZZ 0 0 0 0 0 XZZ 0 0 0 0 0 5ZZ 0 0 0 0 0 6ZZ 0 0 0 0 0 4ZZ 0 0 0 0 0 GR1 0 0 0 0 0 1A2 0 0 0 0 0 1A5 0 0 0 0 0 1A8 0 0 0 0 0 B1 0 0 0 0 0 Totals: -72.467 417.31 -31.156 COG (ft): X: 47.761 Y: -21.855 Z: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I:\MusFlightSpace\Engineers\AGM\10_0731 PC Load Combinations.xls 438 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT 1-10 SPfvu q kni_Fi ETA -/14=f LOCATION CLIENT SHEET DATE BY AtTm 439 liqtVint OF CID A G T;>vvn WI4 &lo 'LY Oz. C7/-)#1 TOP PACS TOlF*►EJTOPjv ?eJb -(5ff12- s ie#tf- 1501ToM M -s fkvOk- frr Fhe or stow?. � - 3" Covef- - ►fz" # SEE - 1.1W't tea -t 'Bim. = I7;.*)12-w k 1.372rI 11001 vnetelkiler utiurft ({B°- 3" &0.c.- - T*)/cA2 2. !K- TO a&T� 11 141 x ,0 M Tod - . Ct%- S1 -1v- ft►c-n o = \h,t, f\in - p.i lv I.0 00 Iii * 0.(e ClAD A i'rI1 : 1 -Ir oK (2-tor1 9 (cr yikt, 4 OF ZY30 tel. 1- • l3 5 0.2" > LA,, 44: k 5 7 92S. 0V- • • JD is• ca r NN N91 ri x C Yj th M 11) N 1- ■I ■.I M Aug 13, 2010 at 9:54 AM 10_0727 Grade Beams.r3d 4 40 4 Ic n N C m 0 2 J UcJ oo rt N Aug 13, 2010 at 9:54 AM 10_0727 Grade Beams.r3d v Design Sheet PROJECT tvi 1' t1 [ A fl i akkA R 1 MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE BY MIN\ NJ\ -DF P PrTM I G`►� reff RG beecrA nvt 31 b . 05 grz thT • 1'O`✓t- -r-t\13eAIGt(-4-6, : (to rcM R..G Lts Tet•IsICN') F —rTDM cote - 3° ?kt COJ - - 3' Top t � t tar Ccc iso it,\Ir (*- fi heA +rV . (P' Otrr- colisl-vp*) bit w--17 C.kr el DU6 70 Ism NoT CoiJStt Eb v NOTG -b G -c t17X1W1 1 ine V0464 " £ici tfi T SAKE ->tt"te C k iftti f C' pr1\ S+ -Tt i f-tAr?61:2 �1n t r -t'oP f Pxs'rTOM fit" W I- - 1t/ol„iR.I CT InnfV�PTi u t 'i ii9M u cA9v R-- = 11p2.4 = -Tdr Cov f -- C7 7 . CDVr - = 3" r t krt corlstc -� cWhG- to -4791 Duo -rb Hata C-cJ ItEt b NKr/TO-5 ttJ 1A1 - b ISR-tmIL.iEb rJ tern -- oV 13k\ --es 14tcr \f tu- 1 iT 114 b - coy r►c-ru� So - t_Q` t orrc - P/2-" cov+ - cov_ - 14. %z l -w4 -n 442 Y 8 t U 00 0 0 o U 0 b .0 Reinforced Concrete Beams (ACI 318-2005) 443 Ultimate Forces: Baa a2 Reinforcement Summary 1 LAYER OF (5) #9 TENSION #4 STIRRUPS ® 6 in 1. 0 .E .E 8 a 9 00 F F E X d C•1 0 COi .0 u O a V & es: Ili 5 5 E E As Location 0 3 0 z 0 O U CC 0 0 q C 0 U e t�1 • • • • Tension REINF O O O N O 0 O 0 O 0 O O O O O vi .0 E 0 R o C 000--' 0 v < 0) d CO ▪ 03 1- a N 8 E w To O C E q a 1 Strain Compatibility- Axial Force Equilibrium - Moment Capacity l Moment (k -in) so M .o M y U O w 00 M,-,, O O O Area (in ) N 00 00 v1 W coI V M O o c � O M O O O v) O O p O. 'd v N v rn ei >>, Li o to43 g3 E E" N a a< M V M N <« Internal Axial Forces: 0 0 L N .0 00 it ON N 'O V1 M v1 e O 00 a00) S x x x E E E� : • 6.2 E NE .E E n 00 r- N 7 r M O • 00 00 R f�1 v) • O N N fV O O O Li' w 6) E U b $ iG • 6 i W Transverse Shear REIN 444 Deflection Calculations Req'd .0 Q N z - C a 00 445 Deflections: O. a Y S2 Qt ..a .7 C E •• .1 ❑ Q Auto -Calculated 5 aC 7E 0 N 00 a, oe rel Deflections: .E $ . .E .E .E .'c Cracked Moment of Inertia Calculation I Bottom Steel 0� •• c• -i O 0 N 0 K 0 G N O 7 h O OO h O O --- 00 N O0 i 0000 'D N 8748 O a 0 NfV 35.221 0 35.221 w Q 0.851 251 O 0 roi h y N M 0 F 0 0 0 0 0 0.00 0 0 0.00 0 0 p es in O O0 O O O .5 O VOi o 0 0 0 0 0 r CO I 103.73 I 287 '0 i 0 O o0 co 0. 0 0 yr N 0O .. IA*Ybar /c 1 U 0 i C 5 00 N .5 .5 t t ❑ ❑ ❑ ❑ ▪ ^ a a z C C 0 n «:, Allowed Deflection Total Long Term Deflection 0 c 0 b 00 as ca ca 4 VI 0 L 00 GI U m C • C C u 00 Uncracked Ixx Calculation 0 v, O 0 O O .5 O O Beam O O 324 so -. N 9.00 8748 8748 8 Q>- C7 .may. w Q r 00 • U 0 c b 0 a • Ultimate Forces: e Reinforcement Summary 1 LAYER OF (4) #9 TENSION a a ._ 5 J c D C D C c 0 0 6 a J 3 46 00 0 0 is ai y a+ d d u c3i 0 C� U U _ (y t1 G in 11 8 0 U 446 447 .�i 0 Tension RE1NF s 0 F o O 4 z I Strain Compatibility - Axial Force Equilibrium - Moment Capacity f Moment (k -in) v 43141 y� Xa e O 0.. N N I 0.00 ,-, ea_. 0. 0 N W E N d O strain O O O O O F as b rn g )., i d 0 c to E E - N (3 (-a e) -4- . r N a a . Internal Axial Forces: 0 0 00 - %O O a O_ N 0.90 Tension Controlled 0 cc cc cz • 6. d. t00 N er en en .+ 1 s w en N h 0 Transverse Shear REINF 0 O z E 2 O 0 0 U as.= y N m a> � a C g a V w V 4t73 Q x v� H 0 9 0 .0 V O00Y Number of Side Bar Pairs • .0 zz a s 1 .5 75 n= aC C co MS 00 N�cts - M - N • Cvo ra 00 00 r - �-^ an N h O 0 3 e c W a is a O U as 0 U L m 0 tk . .!.1%0 0 Q .. a .l y y NN o. E O U .0 .0 0 co 0 U 0 U 0 0 a) O z 'O '0 0. 0. :2 J .al H oo c• 8 m x a o Q b un Deflections: Auto -Calculated O V sCs aoo 0' Deflections: 0 0 .0 .0 .0 .0 .0 C NC OC `C OC t0 Cracked Moment of Inertia Calculation Bottom Steel co.0 a tT 00'0 co — N , , coco O cc --- N— .-, as 3 O el M coR — N ", 0 0 co._ e0 to 5 an 0 F" oto o — o0.— o O 00 N O O O 00 —v, N .— V 2.34 28.18 w_ a) co O co co O co O co O co co O O 0.00 O O O O 0 0 Beam co V1 0 O O o co O co 0.00 1 9.00 0 O o 0.00 — so O N tri 1 _115.311 394 1183 Ybar /c IA*Ybar /c 0 IA*Ybar _ I I Iself 0 0 C .0 .0 .0 0 N N CO 0 0 O 0 II J .alC O 0 00 AA w � asE R. ._"0 0 Uncracked Ixx Calculation .0 47 0 O 0 O O I ul 0 0 Beam O N 0 20736 20736 0 M 00 0 w_ a) �O 0 an .0 �^ .0 `" Ya< ,1) Q. 'O N O 0 a- u m 3.3 n e l 0 00 5 448 04 co 0 .�H 0 449 Reinforcement Summary 1 LAYER OF (4) #9 TENSION #4 STIRRUPS @ 12 in c c J L O C O C 0 9 0 00 0. O vl 000. 0 o '^ d t- 2 E C.0 °' E 0 b z o xi �cE.- 3 il= ao r,`-: ci w w i..) ▪ 6 ..w q X i 0 C W 1.. Y0. L. 0 C?d 0 4? C y U C7 0 v1 - 4) • • 0' 0 co 0) O Z Tension REINF O O O 00 N O 0 O 0 0 0 0 0 0 0 0 0 O O 0 0 0 C .c 0 0 0 0 0 0 0 ^� 0 0 0 •C HC O O ON 'Q V 0 0 V1 � =o Q a z 0 3- 0 C R 0 N O, O To O 1 Strain Compatibility - Axial Force Equilibrium - Moment Capacity I Moment (k -in) v o, r- • • • v rn r- h N O N • N 0 Area (in ) os v 0 r w y=y X m 2 O M O strain J oN o r M r- 0 0 0 0 0 0 depth (in) rn• 0• r. en 8 t, 36a'aa d O O0 O C M 0. Tr M N E E -- N en v as aaQ� Internal Axial Forces: 0 C 00 ,O 00 i` O O 0.90 Tension Controlled 0 0 O •—• i N N W d .0w E N = 2 o y U K —0- E 8 x. Lid Transverse Shear RE1NF G. O. O ,D vo O O z 0) E # or "Above" Number of Side Bar Pairs 450 No Deflection Calculations Req'd ,O z 0 cV� .0 N d cC o vai a 2 2 a° C. 0. 4: 4; '- E. ( .i F E m •1 A ra d Deflections: 451 Auto -Calculated 3 `k 'g r1 M 00 0' O Deflections: K K 7K C 0 N Cracked Moment of Inertia Calculation N E. O 0 0 O •-- — M 0 O 000 N M 0 00 O N M -1027.621 o O oo h M N 00 Si M 0 r 178241 Top Steel O O ,0 O 0.001 00 -- N 0 0 O oo -- N .--. vi V M R co -- N O M W .0 es u5 O O 0 O 190.0 0 0 C 0.00 0 C O O O 0.00 0 0 E 8 O 0 O 0 o0O 0 0 T 0 O 0.00 4 00 N 7 N --- 00 00 2668 Ybar /c 'Area /c 1 IA*Ybar /c` 1A*Ybar /c C O O + + c:1 W :: ° 4 F. 0 el 41 M .- © Allowed Deflection Total Long Term Deflection C 70 mK o 5 a 5 e 5.000' 0 Uncracked Ixx Calculation A co h 00 O O 0 C 0 0 Beam o O oo 00 `O ,O .-. 0 000 b 69984 r 'Area a C7. (a w 75 th an O 1.. • d m (.4 Ultimate Forces: Reinforcement Summary 1 LAYER OF (4) #9 TENSION #4 STIRRUPS @ 9 in J L O 0 0 0 0 �.o H E00 y � C b �O0 .X v ')g 33x'L�. Fair L d E 0 C7 n 3 ., E . c As' Location U 00 a U 0. 0 U „ v Q 00 0 O O 0 O 0 O O 0 0 0 0 a0, 4) p Q 0 v 0 0 0 0 0 0 0 -00 A 0 U Li.)E N E ^' C4 6 i.C g N .y X d 5 1 w O J a 1. •• E v 0 0 co 0 0 452 453 Tension REINF C "v Q 0 n z C7 Strain Compatibility - Axial Force Equilibrium - Moment CapacLqi Moment (k -in) N t+t 4 44321 aTr- r 0.00 a N N 0 a h v W e, rc m 0 is 61 stress (ksi) ,:r o '+i 0 strain 0 o en 00 a 0 0 0 0 E.--, e .Q v •— g oC 0A 3 M >, E E 0. - N M y r N aUU Q Q Q< < Q =t4.1 .Q Internal Axial Forces: 0.90 Tension Controlled W 1. co 0 U G 9 m Transverse Shear REINF E. E. a a E. 0 .o '1 000 .c G z 0 E # or "Above" 0 U a Qcn 7 mct Number of Side Bar Pairs • • • 0 z 0. C 'C NC pe .e No Deflection Calculations Req'd '0 O a a Auto -Calculated 5 'e 7e ers 00 00 O a Deflections: C C ",e 0 7e 00000 O 00 Cracked Moment of Inertia Calculation e.4., Ei a 0 az O0+ - 0 O, O O 00 N M O-. N 0 00 0 N.7 M V 7 -e esl 0 N M 12.00 0 Top Steel O.O O — O O O O 00 -- osiN O O O 00 -- N r-..,-, v, r— ^ 00 N .O 00 D 03 N O O O O 0 O O O OOO00 0 O O 0 O O 0 0 E a> .. O 0 O 24.00 0.00 0 N 0 O 0 O 00 s/1 O' N 139.471 Os M 1178 Thorn I. (Area /c 00) Q IA*Ybar /c IA*Ybar /c -] m Q U e0a ) -6 X. Q N O .e .e a g gdam ` a ..)GU E x •a cl-- A A A CI vai S U J W :: 0 a 4 Deflections: Allowed Deflection Total Long Term Deflection e70Te Uncracked Ixx Calculation .O es y 00 O O O I ui O O Beam OsO Nt N — 0 12.00 00 eV 27648 Ca >-<<>.1¢ W 1 03 0 t0 0' w N al 75. N on 0 1. P N 454 U • 0 d d 00 0 L Reinforced Concrete Beams (ACI 318-2005) 455 Ultimate Forces: Nd 00 e Reinforcement Summary 1 LAYER OF (4) #9 TENSION #4 STIRRUPS @ 12 in .0 .0 J L � C 0 L 0 O ti .e Ee v- e°'o 3 ai L V ✓ d E L o O C d o C7 U a V - o (i 0. W 0V 0 7 0 Uo a 8 0 N 0 o U v ua N 0 -06) 00 o w [il .WTI m cn U 0) As' Location 9 as 0 O U • 1 1 1 • Tension REINF 00 O O O O O 0 0 0 0 0 0 0 0 O 0 v 0 o o 0 ,,, 0 0 0 0 c o o O .E ".E o O 0 )I1 V 4 O z .0 0 al Force Equilibrium - Moment Capacity I Moment (k -in) Nen_ 1- r 73121 0. d 2 O L.L. N N O o w a, H O W stress (ksi) O M O o i- a iii 713 4 0 O U G V) G O 0en O 0 O 0' '0 N O O , depth (in) 1 V ~' I1-eYer 60 3 w 0. a N M 7 eY M N — Internal Axial Forces: 0 0 O U 0 O rn • F- 00 0 N o 0+ 00 • -• Tr. v rn o et—or ,46 M e") O b N N Transverse Shear REINF E. E. a E. a :2:s2 00 0A 'O N O' X oE > > > O z 0 10 E # or "Above" Number of Side Bar Pairs 456 " CC .cc 4r.: �C �C C_ N V N- a N ONN O p N CV kn 03 M g 00 '�7p N O y O. N S N O C r 0 3 T O W C -O U ,C .1 C Q 44 a .1 N y a E o U No Deflection Calculations Req'd zz a a . .E VC O r1 O• .N. 0, T Deflections: C "C "C '70 "C M0 C �C "C "C "C Cracked Moment of Inertia Calculation yy +O' i.0 E 0 O Cl 0 O ~ vf T N1 0 O O 00 c• -,O 0 O 00 r N ,O N 0 00 M N 00 M 18.00 0 N ON — Top Steel ^ 1" O 28.18 O N Q ri N Slab O O O G O O 0.00 q O 0.00 O 0 0 O 0 O 0 0 Beam C « 6 0 O 24.00 0 co O N 0.00 O O v, 1� r- M 181.44 864 2593 Y11 -37 7/c-1 (Area /c '0 IA*Ybar /c 0 0 0 oo 0 0 .E .0 • + F, .a -a O ; 2Q E.aa c + + E m Y A Q cl A A A A In 3 • Ua s w.A as Deflections: 457 n 0 i ., 0 Allowed Deflection Total Long Term Deflection 0 0 0 Uncracked Ixx Calculation .0 co N 00 0 O O C O O CO O 00 864 N kr, kin 18.00 N M en c0 N M I, V .". w 0) N Q 01 0 N N N 0 1 r • Reinforced Concrete Beams (ACI 318-2005) Ultimate Forces: A. a Reinforcement Summary 1 LAYER OF (5) #9 TENSION #4 STIRRUPS @ 12 in J U 00 00 n `o s '.E a 4" 0 ry e`�t.�'. 00 sl) O d E Col 0 h E E o 00 CG N .D 8 U 00 c U 00 Bottom Cove O06. f0 o in0 Q 458 459 0 00 N O O O 00 Tension REINF O O O O O O O O O O d 0 O O O vi .G .G O C 0 O �F O 0 O — "F O v) 00 O 0 < 0 0 0 m • 0 • 70 Tr 0 0. — vi .0 O 0 Strain Compatibility - Axial Force Equilibrium - Moment Capacity I Moment (k -in) a, N O O\ v, N O O, vi 0. 0 0 O u.. 0 (.1 O "1C> O Area (int) 1 NI- N 00 00 .n w stress (ksi) M 0 b 0 B O./1 O Ma, O O 0 O 9 depth (in) 1 M 'Layer OA .0 F M 0. O. E •• N M V 6 6 ¢a as en N ;:i Internal Axial Forces: 0 F 0 00 M N M O 7 O O 0.90 Tension Controlled 0 wN Li. E o x • O i -a- 1.z.1 Lid d .0 cn Transverse Shear REINF * • 0 O * 3 * .0 U - * n G.. Cr U U • 3' 0 0 0 N O O rl N R a a `�i'. .� 00 00 0, „ N q 7 O z .0 O E S O Number of Side Bar Pairs • No Deflection Calculations Req'd NO ON 0. 0. Auto -Calculated 3 7474. O en O+ Q' r Deflections: G C �O 70 70 C �C Cracked Moment of Inertia Calculation 1 E) Gel 0 O 03 0 0 -- D` -- M1 0 co 0 N N 0 0 O 0 N N 0 V en un eet 00 N 0 0 004 N o0 t+1 N 40.221 O O o0 228261 Top Steel O -. -- V1 O O t+1 '0 h 0 O to so ' -288.99 ON N en sO vt 5021 m 0.00 c) O 0 00000 O 0 O 0 O 0 O O o O O O 0 O O 0 0 Beam v0, o o 0 24.00 0 0 0 ,N_' 0 0 0- 0 0o o v r- ac\' so c) 3205 Ybar /c Area /c Area A*Ybar /c` A*Ybar /c 1 w Q U ? !Area 1 N Q .S .S h 0 0 a 0 0 .0 .0 (L ..1 + 00 g 4 Q B .l d + + c S x ;:a A 13 A A 5 A A vi of A A ...7 0. S u a i s W °). a) 4 4 Deflections: 0 N 00 N Allowed Deflection Total Long Term Deflection 1.1 0 0 .0 0 0 0 Uncracked Ixx Calculation Slab 00 O 0 0 C_ 0 0 Beam 0 0 004 864 N vi O O o0 93312 93312 a co 0 w N co WS 0 0 N 0 460 k u 222 00 0 \ •0 \ 4 .0 Reinforced Concrete Beams (ACI 318-2005) 2ƒ Reinforcement Summary 1 LAYER OF (7) #9 TENSION #4 STIRRUPS @ 9 in a3 J U c c O 0 c c O 0 c c 00 § ] > 4 E / k } s 0 461 [200 )/kgGs • % 3ceave & COsO 2 2 4.1 4.0 40 \ 00 j 5 3 .E s As' Location } § $ 2 o ) 0 3 c7 • • 0) v •) 0 Z O O 00 Tension REINF O O 0 t` 0 0 0 0 0 0 0 0 C 0 0 0 O Q a 0 0) 0) 0) R M N 0 N E .0 O C7 al Force Equilibrium - Moment Capacity f Moment (k -in) N M M N N M M N Force(kips) 1 0 v N I O o r. "C 0 M h epi N —' t` N stress (ksi) mt f+l p S C Strain Compatibility - Axi C m 0 0 M O Co N 00 N O O depth (in) V, N Q! M1 !Layer 1 N 3 m a a E E L— U U N En v Q' Q v M Q. N^ Q Q Internal Axial Forces: 0 • E 00 '0 O 00 0 0.90 Tension Controlled 0 c0 E 0 x$ 2 • a 2 W Transverse Shear REINF CA a cn a 0) a 00 0, 00 M N 0 z # or "Above" Number of Side Bar Pairs 462 No Deflection Calculations Req'd C zz 0. 0. a 4 a q 73q .1 Fr .1 .1 00 g a a E .1 .+1 c + + .E E 8 x :1 A A :d a .1 .1 .1 o 6 al"en A A A A vi U .c1 W ::'»i3 d 4 Auto -Calculated "C b V Vl V b N O, Deflections: C C ".0 ""C Cracked Moment of Inertia Calculation I Bottom Steel O .- --O M O M so V1 O O M so V1 en oo O, n O 0 00 ,_, 'D fV N M .O V1 18.00 1 288401 Top Steel o�norn°°n 0.00 Q n w. ; Q 983 -- ,; .G0 41 se. h DO 00 N v .0 O O O 0 O O O 0 0 O 0 O O O O O O O O O A 0 VV 0coO 24.00 12.00 0 0 OM 'O 223.32 4834 i O O O O O O 4 so CO (Area /c .,U A*Ybar /c 1A•Ybar as Na so O C C Deflections: 463 C C h N. Allowed Deflection Total Long Term Deflection .0 70 70 e a �C C C ( Uncracked Ixx Calculation .co 0 CA 00 O 0 0 .0 0 0 Co O 0 00 ,_, 864 15552 18.00 93312 N_ M M On Q .I w. ; Q 1. • L U .0 0 L • • Ultimate Forces: O. a a Reinforcement Summary 1 LAYER OF (5) #9 TENSION d E 0 0 .0 D C C 3 C r E •L 0 0 m 1; Ql E 00 c b °°d m c x ;"c F m a 3 3 .E .E e 0) U C U N 0 G. of w w w ›. m 0) d 4- 4, d 0 U v� As' Location a .5 0 0 U z w 0 0 y 41 0. E 0 U 464 465 Tension REINF 4 d 0) Q% Too T coof co, *v c M N Extreme -most Layer c '0 O— vi N � O 0 0 0- rC r0 0 0 0 c ,40 4 O N I� v1 M .0 0 1 Strain Compatibility - Axial Force Equilibrium - Moment Capacity I — Y 0) E M•) 00 00 r ' f00 00 1'- m 0.3 0 2 0 Es. 0o o O M M O O .., rF m as v v, N 00 0o W 1stress (ksi) cp vr co M G b strain O O vl 0 O G O .1 Q .5 e• N4 • n N Ta .1.1 0 0. 3 m a E E ^- N r 7 Tr M N 6 6 Q< Q Q Q -`t' Internal Axial Forces: d 0 O U 0 O 'y 6. • E E-- s▪ 2 0000 vim) Cr,H O ssK O O; N NO O h M O 0 9 0 O -0- Transverse Shear REINF * v * 3 * .0 A U * n c ter 5C • cr c 0 O o 00 O O o0 N O E. G. Q 0. E. N N v1 M n -9 > Is. z w C 0 6-50 00 F O O z # or "Above" Number of Side Bar Pairs • C z a s0 0 so .0 'CI as v en 0 • g 0,, v ,I1o �_ En 00 N 00 N O 0 •O+ 0 i. e 0 W 6 0 C x p N U w A m • C Q d ,- FA ;; e 0. E 0 No Deflection Calculations Req'd '0 0' `, • a F ot es r, E m a 1 0 0 :d o was Deflections: Auto -Calculated .3 7s 7s O 0 0 00 O O 0 00 0 Deflections: C 0 70 70 ""C C ▪ a 0 C C C C O Cracked Moment of Inertia Calculation Bottom Steel 1 O O ~ ee4- V N O O O el N a{ O O O N N v. M h ON a N 40.221 O vi 0 00 0 so O 35.22 0 35.22 w N v, Q 3.75 N h O h 0 0 M N 0' '—'Cil O O O vi en TryC' 00 0 F 0 0 0 0 0 0 0 0 0.00 0 0 0 0 0 o o O 0 0 0 0 0 0 0 0 0 M L 227.29 755 O O '0 en O o0O O '0 M N N E co CO Y11 -7 17/c1 'Area /c 1 A*Ybar /c 1A'Ybar /c co ..1-t• Q U 4-1 0 0 O O O N O O 0 0 +1 + + w 0 :: a a 0 C C M+ O 0 Allowed Deflection Total Long Term Deflection .0 �0 .0 Uncracked Ixx Calculation N 00 0 0 0 C 0 0 CO Oo vi o0 0 O 16200 O O OO 00 0 00 1. * v w w N v, Q 0 0 L 00 466 u. 0 a kin 00 M 1.411�V: i� az a) ae V b !!• • T4 •may O r QI a a a Reinforcement Summary 1 LAYER OF (7) #9 TENSION #4 STIRRUPS @ 12 in C C J 0 0 L c c c c c 467 t E o°'o c ° ° m O y x ii11.m� ai 0 E. 0 wi cc so C M U _ (i C1 W h ca z Z 0 fX E o_ 1 C. E 0 • Tension REINF � a 0 0 .0 0 C7 0 E ba n Strain Compatibility - Axial Force Equilibrium - Moment Capacity J Moment (k -in) eh 0 CO 0 0 O 00 0 ..CZ a. u 2 0 w 0 N Ii 0 O 8 r) ri N h w yy •a E . 00 v ri O 0 strain Mn O O O O O depth (in) 1 N 4 r N >, ac.)Q<< N 3 0. 0. E E .r N r1 1- < - v M N �-• <<<< Internal Axial Forces: E 0 0 0 r- o o 0 0.90 Tension Controlled c cc :.2 :2 si 0 0 5n co o 0 9 O coo 1. Transverse Shear REINF 0. 0. 0. :4 :2 h h N N vI a a Ir3 Vo r� N 0 O 0 Z C) B O E w Transverse Bar 1- Number of Side Bar Pairs 468 C. g. •C eC 4 7C 75 .0 n er. 0 v'• 0 a, O' 0' G 0 st 0 '^ 00 `0 or.1 C — 00 .77:N 00 N O C O. 0 3 No Deflection Calculations Req'd 0 •L C W g c . U 0 C co 0 1- o.4 cg a Auto -Calculated e= eC 00 b 00 M 0 Deflections: C C eC eC eC O 00 P 00 Cracked Moment of Inertia Calculation Bottom Steel 1 O '-. Q N N O O.60.0 M N O M V1 Q. V Q h • —: O N M ,O WI , • r 227821 Top Steel 0 e:::! --- '0 wl N 0 0 O 35.221 0 O O N N v1 M — M O 0, 'O r V N N vi M 0 I -- 0, .0 co 0 0 0.00 0.00 0.00 0 00 0 o 0.00 0.00 0 0 0 0 Beam• v0i 0 O 0 36.00 0.00 0 06 0 o 0.00 7.32 '0 ri 263.601 r ^ "- M '^ M Ybar /c c. (Area /c Q A*Ybar 1A*Ybar /c R * U Na 75 C 0 1- 0 0 a 00 a _ r7 E. e m a¢ E ..1.+.I c u 6 mx-3O0b a. sg Deflections: 469 z .0 .0 o Allowed Deflection Total Long Term Deflection C 70 70 Uncracked Ixx Calculation 00 0 0 0 0 0 A a) V)C 0 0 0 0 0 0 0 0 N 0 0 0 _ `G --. 00 00 E Co w 75 a ya 0 q ttl 0 0 00 5 • I. 0 .N� x 0) E m v 0 a Reinforced Concrete Beams (ACI 318-2005) E m Ultimate Forces: 0 a to' 012 GTJ ee 0. 0. 0. Reinforcement Summary 1 LAYER OF (4) #9 TENSION #4 STIRRUPS @ 10 in .E .E J D L C C 0 0 s O 1.. E u a0i 0 C5 0. !U eis 3 3 .E .E .E 5 0 0 470 0 000 0 T T Tension REINF 471 Extreme -most Layer r0 E «E e vii 0 00 N M O 0 0 Q 0. 0 0 0 0 .070 70 0- 73 0 Strain Compatibility - Axial Force Equilibrium - Moment Capacity I Moment (k -in) N a n .sr N a r -- v N a. :4 K 0 LL N v N r 0.00 .. .-._ a h O r- v W stress (ksi) O ci 0_ 0 O M so o O a V1 _h O O depth (in) n v 4 N ILaYer 0) CC 0 0 co 0. a Q3 —• N a¢ M 2*- M N a;� 0 0 0 0.90 Tension Controlled 0 se O; O d. G. Q a a n a v, o • en en Internal Axial Forces: Transverse Shear REINF +•0"0 * .0.0 o :0-. u. H Cr a cs co,0 0 0 00 o O — W I vi N 'O Vl Ono 2 (3. lY. 0 vs vs 00 0 .0 00 0 O 0 z 2 Y c 8 `o • E at o0 0 U a g = E ) g N d c4 X fn 00 Number of Side Bar Pairs • • No Deflection Calculations Req'd .0 .0 z Co. 0. a F: - E m Y a 0 A :b vai Uj 3 u`3QQ as Auto -Calculated 0 r- r 0 Deflections: C C .0 Cracked Moment of Inertia Calculation I Bottom Steel 0 0 -- --a N 0 0 00 -- Na M 0 O oo --r- N M '000 0i 00 E O— ' •-' 0o N M 12.00 t-- 0 r Top Steel 0 -- 00 N 0 O N 0 O . N 0' 4 V1 3.40 M N 4 N Slab O0 O 0 O O 0 O 0 O C 0 C 0.00 O O O 0 C w 0 E coatCO O oo O 24.00] 0.00 0 N I 0.00 0 O 0' h rn N 0 Mci- 423 N CV Ybar /c 'Area /c IA*Ybar /c` IA*Ybar /c os C C C Deflections: Allowed Deflection Total Long Term Deflection Uncracked Ixx Calculation .00 to 00 0 0 0 .E 0 O O O .O r-. N — 12.00 27648 27648 CC IA*Ybar w C7 0 w m o w ,T7 �.N"¢ 3 N cos 0 col co 0 01 00 tJ 472 U 0 8 0. _ 0 P E 0 a 03 d W Ultimate Forces: 473 Reinforcement Summary 2 LAYERS OF (4) #9 TENSION #4 STIRRUPS @ 9 in c c ,c 0 0 c N r- E = c v Loo aEi cC03 x Li: [- W p .f. E 0 a vii o 00 s.p '^ .i . .E .E .E ,o z C1 0 U 0 o 0 b z 0 d O pp H �. G, ci W ti u� rn U Q o 0 B 0 'm K 8 =u W d 0. L 0 .fid, V U vi • • • • Tension REINF 0 ▪ 1.. 03 • 03 a a C .E c �E o 10 O O 4„ O h N M O 0 0 ra m O G r0.0 73 .0 0 E • ial Force Equilibrium - Moment Capacity I Moment (k -in) N r to r N r ,0 r Force (kips) 0 0 0 N N 0.00 .. ,..,.., 8 01 O r- W stress (ksi) O O O M O 1 Strain Compatlbility - Ax 0 V1 OO, 0 ON M Vl O N O O O O depth (in) r- -I:4 v en � >, aLQaa 0 .o g w O. a E E - N n • v M N •--• as a¢¢a 0 .0 0 M 10 0 ON '•'O GT M NO O 0.90 Tension Controlled 0 0) w (0 w 0?L. .x 0 GS 0 U % $ 9 m W .X Q es C u e• mmt is t Transverse Shear REINF * "0 'C 3 .0 0 0 ▪ i. •0 ▪ N N 0 O o so c O r P. 0. laQ 00 N 0l O O 00 0. M M tf N 2 '0 0 m o .c E 0 O w z 0 -31 0 .00 0 0 0 z 00 4 • .� o a C• N I m m N E N 0 E � -D c ff. E Z 474 00 .0 CA 475 Deflections: 4 .0 70 4 ':= 7O ,0 e r N • M • O a vNN1 M ,O 00 00 ▪ cn a NO N co 0 00 O 3 T N W e e x A �„ v 0 p 0 ani O ci O I- o. a E O U No Deflection Calculations Req'd T a .a F � 0 g a a h E a A A .0 '+ C ap O U 4 d 0 0 Q PO 70 O 0 0000 0 ON Cracked Moment of Inertia Calculation Bottom Steel I O -- 4 M S O 00 N M 00 0 00 N M 0°o v1 N 0 v- 00 0 V1 N 00 N M 0 00 I 212561 y 8 O H 1.00 .s.O N O .M- N 00 O^ M N Q` 4 ‘AN n h M M Slab 0 O 0 0.00 0 0 O 0 0.00 0.00 0 O 0.00 q 0 0 O Beam 0 kn D 0 o 0 v N 00 a r‘i -- 0 o 0 0 - r 00 re; .O vi 00 925 2776 Ybar /c Area /c 1 "V 0 Q IA*Ybar /c 1 OO Q 0 lYbar .N. Q 0 0 o' v 0 0 o+ 0 0 .a + + A A -- O 0 In r Allowed Deflection Total Long Term Deflection e0 e0 v0 Uncracked Ixx Calculation O in0 O 0 0 O O 0 Beam 0 v- 00 � CO 0 00 93312 93312 �- a VI. .4 w on a 0 0 r N 0 eo 5 • 1. U .H� t U 00 C y 0 i. d 0) E 0 .0 a 1,17 C4 • Ultimate Forces: a a E. >'r Reinforcement Summary 1 LAYER OF (5) #9 TENSION #4 STIRRUPS @ 12 in D c c c • F- N t • gal Eca.▪ . d o C7 U 0. v, 0 00 ,0 c U G.ei W .0 .° a U As' Location 476 1 1 1 1 F. 4) os 477 0 Tension REINF Extreme -most Layer C .O0 0 .0 O 0 y 0� ba¢ 1 Strain Compatibility - Axial Force Equilibrium - Moment Capacity I Moment (k -in) MM .o,0 '0 0 v 0. E) O I.1., O M O M O O ,-, '.0 8 N 00 00 h IA stress (ksi) v epi o O 0 B En 0 o M o 0 o a. N In 0 0 b e .b (-1 4 M M .- 5„ 4) OD 48 g 0.a. E E^ N M V a M N Internal Axial Forces: 0 0 M 00 ON 00 O+ N 00 O E 0.90 Tension Controlled 0 cc cc c0 6. 6. b. vi vn 00 O N O 00 r .O * "0 "0 .0 3 3 i V nV� 4. V 2 • N N O 0 • ■ 0 0 00 O 00 C N O 0 0. :2 :2 3 6- c a > <-4 c E E Transverse Shear REINF O O z # or "Above" Number of Side Bar Pairs • •1 No Deflection Calculations Req'd .0 zz Auto -Calculated 3'575 O O_ 0 00 0 eT Deflections: C C ""0 C "-Q "C C rC eC a a C C n 'O Cracked Moment.of Inertia Calculation Bottom Steel 1 O O M !00'0 N N 0 0 O N N NO 00 M C 4O —+ N N N ci 18.00 00 N N n N Top Steel O O --• ,4O vl N 0 O O M -� c. N O O O^ M -r N O+ Ni V1 — t- 4., M — N • • • ON 'O 7 .n al N O C O O O O O 0.00 O 0 0.00 0.00 O O O 0 0 Beam cs .. O 0.00 O so M OO O o0 — O O O O 7.28 M 261.90 h ,.. 3465 Ybar /c s. !Area /c 1 0303 aus' Q IA■Mbar /c 1 0 < IA*Ybar U 1 rN+ Q C 0 00 ao O .E qL o-.1 a 00 8 ¢ E .+7 a . 00 •7 U E 03 •-g AD AA D. S S 8a w0_ as Deflections: Allowed Deflection Total Long Term Deflection Uncracked Ixx Calculation .0 m !00'0 O O O O O Beam p O a0 — 1296 N on N 18.00 00 os M 139968 �ra Area !A*Ybar 0) on 478 8 x U 00 .5 h x 0 U • 0 v Reinforced Concrete Beams (ACI 318-2005) 479 Ultimate Forces: TO Reinforcement Summary 1 LAVER OF (4) #9 TENSION #4 STIRRUPS @ 10 in E 0 C7 J L D C 0 � r x E0 sm _ xi0 0. VC, o 00 O M 3. 3.5.5.0 1 z oct O U T >. g U ia'L sw a �rnU�0v s0 c GU. c2 W ti W a (n U Q c E , x ei 0d W L d 00. E 0 0 U U v� • T> w w T. T 333.1 C 0 C E Q xi al Force Equilibrium - Moment Capacity I w E o v v w c.o 0 w N N O O Area (in) -- ch v, 0 I-- v W y� y X V) E H v e1 e a 1 Strain Compatibility - A C O M O O o. O O O Q g. .b a •o 4 N N 0D p m 0. a^N env Internal Axial Forces: O mai g C 0 0 C O y C: = n -- e1 0 0 e, P . '0 O o., r e7 0 ✓ Tr O "tn M en 0 W E • o f G • -e- U`.1 w Transverse Shear REINF N N E. E. a E. E. v 1 w Transverse Bar Ma F.,* d b k >, &, 3t < Y D4 E h h o I 2 5 E C lit z e o c z # or "Above" 00 E a Z W cn CO 480 .5. z '1 00 0. 4 8 I Deflections: No Deflection Calculations Req'd 0 0 Auto -Calculated 0. 0. d 4 4 3 7C _C .0 .0 _C C C F �C 'C C C Deflections: C 0 0 'C 0, 00 Cracked Moment of Inertia Calculation I Bottom Steel OO -- O N O -• N M1 0 O ao N en kr, f- Y1 '0 C O V ^ o— N fel C 6323 Top Steel Ooo -- 1 M O O 0-- -o 00 N 0 00 O G NCV 00 r4 r -100.421 4-1 N — o0 N 0 csi ON N .n co 7 O O O C 0.00 0 0 C 0 C O 0 0 O C O O 0 Beam � 0.50 0.00 O O 00 O O O 9.00 o.000l 0.00 N V kO -- N M N V1 v1 0 O. ,-1 0 00 Ybar /c ct 1) 8 Q 0 Q 'U '0 * Q U. * Q ~N r Q U ~ 8 4-, . Q C 0 M O r 0 J F io C •` g a Q E- - a E m Xa A qua ci U ,11 b O 0' r 00 00 -a ..] as as ) as Uncracked Ixx Calculation .0 at 00 0 co O O O V] C Beam O N 5184 0 20736 20736 O "1 V 0 csi w V Of U. 0) m '0 yy" A `- W1 0 en sO en 0 N Allowed Deflection Total Long Term Deflection 0 U rl N O V 5 s "b L b l ul' THICKENED EDGE ,fNi GRADE BM, TYP (4) LOC AT SHUTTLE PAD CJ/SLAB EDGE BF PC2 (15-91/2") W18x106 0 J LT ET C7--C7-CT-EJ 1 / 15'-0" �� 8'-03/ " f s /� PC2A /L----(12'-91/2") /0 ) 7 OSI TE STL DECK W/ / G, REINF W/ .9 OF S201.don 8/14/2010 5:12:40 PM PC2 (151-91/2") W18x106 12'-61/2" 12'-6'/2" Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT MDF _ & AZC LOCATION ' ' `CV•/ \\�/��/ CLIENT 483 SHEET DATE 8 -i°; C CotuNt14 At j 5. -t&rk �-a7\-)\-ON 4 COW( Ots C- 17,61\Y\A 1 (0 PCd� rnstGT I& -D ffioNA (,OAS C uk- ern -& I\J Av CSP' "" J l 15 r i —rFi U -CSS lOt qC' (" /12 L95 4e:C° (L4/S 611 - °2 V 1' Jr qtt, (_A Ip&1 17q-Y0-1-11)17q-Y0-1-11)--rp f` �,>-T-rof-s1C- t8 11.x.1 a, Cfbt-slob L I /4 Cr-h4-1k/CT • Design Sheet PROJECT MDF • Gi?A1/1i Cv 1Wia-i LOCATION CLIENT MAGNUSSON KLEMENCIC _ ASSOCIATES Y ■ Structural + Civil Engineers SHEET DATE y9- BY CAM7.yry, kr s t;N '' - CrQ tb to/ LIVE: v Of Tr -I117 WV, ‘AAIV e -)11/f wT - (///1.2, Y. I v r10 Orf -Kt n14 (00; A 10 P(A' - 1125 ?LF - : t rV 0 t'sf tCO frSr 1/3. I.za+L L- = 1.2''LI2 + 1.2(7 1 #51o)+I.C9*(toOmF4r5'o) MN = 1.1µ Lam/ - 'l (r k ►f �(�'- �/ 5ce.3 k 1f UN - I - ?DVI( 12" x (,QV $wt Wal 12_v vevi- c lilal,b5 #4. ei 6 61' PI" CANTtt-eN �►2- tiLe FaLtie, P I GmP Mk 's 0` ?la yn,iYG A1N6 ±I v2 To SAM PG2 C -P to PILE F0t OUTPUT M? . borAPtiy,slorl = 114.2- + 11,921- = Itb.51<- 484 Design Sheet PROJECT E n of s wrn,e. /i Y_ LOCATION MAGNUSSON KLEMENCIC ASSOCIATES Structural + Civil Engineers SHEET CLIENT DATE bJIOI Efl BY A ir /`'' 'jt G �hFbl,D -rt X -S0 485 1.1° alt -PT 1649km 3 (i ` 6 12-1 shy rcp = N/4 -1)69 5t 14 TotzSI OL-! : k ¶ (A7:, 1 0 •'15 4oc o rs; (60-qco '/1.44) = 553.1DIe 47Y- Cl\JlL-: T410As-r¢.- (xx,k Eb 1-t CAIL (� "Tbf-Gices kr eibv_12_') = No kaAT aRv -rVe SiOl R — a/3NC ter,PIRDIi S 15Et•iAIt\IG, f'cbOL4T `Q N.(S Co1SS(b t . X27 IrTFa- • • • osth Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT MDQ • S 7J w c1iTnTT-v &e'1 LOCATION CLIENT SHEET Y-fTPfNtNGr Attu. ow tr•-Ib lv P 1 55(4+2) (41+I) + 2 - =(b" + 2'- o" DATE BY AzfrA NoN`forDINI4 \tJk L tvklb bEMS ft' = SS PGF %)5vvt1& a1414- f'w,sure = (0if 1'f k ccurtr l -►c .svt►�ui 2 Cts lNat FI (Pr,c,01A4 t�l(r -rRP o IN Got.L vtC T10N1 MOM- m. V P(1 F 10-10 W P5P (W- - 0" STf-44.-TlA,e-ED SL116/2_ + 2Z 0° may /9. = 21J2 S t'l,r 5vJ = 15 Fr 9t,Itt 94J -OVi% +- 22'4) + ()2v* 3(/'/14.4.\)4(-19 Pt.F Lt. - 100* / 1 o" 2z'- o ° 192'50 �N= 1.7, (Su +SW)l r ((vL = .Ito klf �lto(\--r c v fh-L y = ►12- C (5'-21 t * ('-.2y) (' - ) 1015.1 Ib/fi- = I.ob k/.t" movAt % kr 15Pcz C• U`I Rki- - = tM y jy) M = W L/, 1095.1 Ib/I� (5,-a")� _ 219927/ lb- ft qt. = 2.0'2 k f id Fob 12` mit VAP u'_ (2') lam\ 1 Ei 1Z ItJ I2C�IL.l6r cl= I2" — — o.(497-5"/?. = (o5" iNIt-l6c- i \/E) --f. e 127/ AS -c_1,3 0.,65.h. 0.771 in' )t- (490 Iii 0410 Cp. is 4 IP6,i i(tz ) fon,. ot216' 4( (00 ky; (t- O.4/z) = ll f Y 20 o -o41, > O.co5 c ) 14,1„x = -ro 61-irifl'r I.otk-NOGr svtl = 120 1" hAax M - 7 * C'?0 f-17-177 13 4.up p ISI f * ,o•- t °�l/g, ' 410.4 le f / SEE, 1'ur 00 L • AA 1t Iz 486 O O y x 12 x 12 in Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation .anderness: Not considered Column type: Structural Bars: ASTM A615 Date: 07/27/10 Time: 09:52:23 I I I I I -500 P=0kip 500 My (k -ft) 2 r I1 -500 Mx (k -ft) I I I I I 500 • pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: 1:1MusFlightSpacelEngineers\AGM110_0727 Retaining Wall off Grid 6.col Project: MOF Space Shuttle Gallery Column: Wall off G6 Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 144 inA2 Ec = 3605 ksi Es = 29000 ksi As = 1.24 inA2 fc = 3.4 ksi Xo = 0.00 in e u = 0.003 in/in Yo = 0.00 in Jeta1 = 0.85 Min clear spacing = 7.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 487 4 #5 bars rho = 0.86% lx = 1728 inA4 ly = 1728 inA4 Clear cover = 0.75 in 2000 — My (k -ft) 0 0 0 0 • o 0 0 0 — Y ° • x 0 0 • 0 ° ° 0 0 Mx (k -ft) 12x54 in ill I I I I I I I 2000 -2000 Code: ACI 318-05 Units: English Run axis: Biaxial Run option: Investigation :nderness: Not considered Column type: Structural Bars: ASTM A615 Date: 08/11/10 Time: 14:36:16 -2000 — P=0 kip pcaColumn v4.10. Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 File: I:\MusFlightSpace\Engineers\AGM\10 0727 Retaining Wall off Grid 6.col Project: MOF Space Shuttle Gallery Column: Wall off G6 Engineer: AGM fc = 4 ksi fy = 60 ksi Ag = 648 in"2 18 #6 bars Ec = 3605 ksi Es = 29000 ksi As = 7.92 in^2 rho = 1.22% fc = 3.4 ksi Xo = 0.00 in Ix =157464 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 7776 inA4 )eta1 = 0.85 Min clear spacing = 5.44 in Clear cover = 0.75 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 488 STRUCTUREPOINT - pcaColumn v4.10 (TM) Page 2 Licensed to: Magnusson Klemencic Associates. License ID: 54156-1013735-4-28196-2AAF1 08/11/10 I:\MusFlightSpace\Engineers\AGM\10_0727 Retaining Wall off Grid 6.col 02:36 PM General Information: 1 File Name: I:\MusFlightSpace\Engineers\AGM\10_0727 Retaining Wall off Grid 6.col Project: MOF Space Shuttle Gallery Column: Wall off G6 Engineer: AGM Code: ACI 318-05 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 12 in Depth = 54 in Gross section area, Ag = 648 in^2 Ix = 157464 in^4 Xo = 0 in Reinforcement: Iy = 7776 in^4 Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) Size Diam (in) Area (in^2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to longitudinal reinforcement) Total steel area: As = 7.92 in^2 at rho = 1.22% Top Bottom Left Right Bars 2 # 6 2 # 6 7 # 6 7 # 6 Cover(in) 0.75 3 0.75 3 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy fMnx fMny fMn/Mu Phi No. kip k -ft k -ft k -ft k -ft 1 0.00 470.40 *** End of output *** 489 2.10 828.74 3.70 1.762 0.900 0.31 0.79 1.56 Design Sheet PROJECT LOCATION MoF .siAr,E C- c Y MAGNUSSON KLEMENCIC _ ASSOCIATES ■ Structural + Civil Engineers SHEET CLIENT DATE Bp /(0 BY MEC/4141 X15 irt` C2ID (a Peo E 3(0" x39" GTWkm 'eoctrii M E;7/1 }Y�1�I G>til� DI,t LTS = 12.v \v m x 2A-4 lzr-1 c - (17tAr A I IC E) 12,` e7 l voct/ v7 -ki D IAGT 0M411-1(1-9, %q l'0-11 N Gr O( -v6 . 91'r '1V l t - 9r1IALT & 4P 9402 P-IvTioni To C kG %YYt te;t4 S - ►'-o" v1/411D5. iii v'(Ativ , \1o1 - 0.0.47't Pc = 0. (e 5 4 Q 4�a 9 Iii (o" x(2: Sat iVvilonl 100T-61-11--61) 'its SraviPo- sGrt-fa vM t tar T' AIDE PAI N Irnwm P.1;11i -f T PT S-[ trAtAfPc w pe - 0.(2012 Re - 0.001? -Yr 12" x IL" = 0.1'1 In,7{.4., lovtbe, x fl € 12 " = O GO2i - G.@v 2—` x 12" 0.x$0 notll *4 e 12" Er 490 491 J4 411 12" CONC WALL • Vff 3aVd9 41- • 1 PILE CAP BEYOND C\1 0 Lu mor_a501.do 8n1m008:492/pm • • v i' Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT m s?l CIRCA? LOCATION CLIENT SHEET C,Not : Siam Wftw I CAW Flo 2� 0" + 21 o" m [1 (+t+y) Ei(I♦f b) DATE 00110 " IA- 2 A' -o° 'TO frMGtL&kft Cor S -C -r. -rfl OLieu-1 MOr T ftT eie or \Alku • I/ (1.tv -x-[5 k 4-o)�X (4'-o") ; I o *[(Q (21:-014-( -o - O � k -If 0-cb W V (f1.'-ofr) = 1.1 k-- -f t, -qh r4. 9004Pru, [ i) o Rot -1f . d = 4" Pawn/ l GI e f2" MiO = 0.2-0 in'• {(�. (Po �,� = 11/ I� 0.o2-14 '� a ' / Lo.v� 4 V �'/i IV' \ 1 2 IV( a b5 x 1 12\ i • 021 ~ �^ (.G, 0.072.1-1," ,..). 4 -- O. > 0-005 :. �rr,r kc,-cv3 tet- a/2) 2V -I{ �`�-D. MA l'/2,) 40).0 "' = 92- (o, 1.1 v4 -f 41P4� Ii EV31 CAJTPt- I1 -S vJkl.t.- 492 • • GRAVITY DESIGN ■ MAGNUSSON KLEMENCIC ASSOCIATES z,. s( N:iz eQ, 3.0 EXECUTIVE SUMMARY — GRAVITY DESIGN MAGNUSSON KLEMENCIC PSSOCIMM[S • 3.0.1 EXECUTIVE SUMMARY —GRAVITY DESIGN This volume describes the structural design of the building gravity elements. Specifically, the following gravity elements are included: • Gallery roof trusses • Gallery roof framing • Lobby roof framing • Gallery shuttle pad • Slab on grade Structural Calculations Gravity Design 3 .T Museum of Flight SpaceShuttleGallery, Seattle, Washington 1 • MAGNUSSON 1 KLEMENCIC ASSOCIATES • 3.1 GALLERY ROOF TRUSS DESIGN 3.1.1 GALLERY ROOF TRUSS DESIGN CRITERIA Steel • WT Members: ASTM A992 (Fy=50 ksi, Fu=65 ksi) • Double Angle Members: ASTM A36 (Fy=36 ksi, Fu=58 ksi) Loading and Load Combinations • Loads per Toad maps as indicated in the structural drawings • Roof pressures determined in accordance with IBC 2009 Section 1609 and ASCE 7-05 6.5 (Method 2). • Load Combinations: Ref. Load Combination Code Reference LC1 1.4D IBC 2009 (Eq. 16-1) LC2 1.2D + 1.6L + 0.5S IBC 2009 (Eq. 16-2) LC3 1.2D + 1.6S + 1.OL IBC 2009 (Eq. 16-3) LC4 1.2 D + 1.6 S + 0.8 W IBC 2009 (Eq. 16-3) LC5 1.2 D + 1.0 L + 1.6 W + 0.5 S IBC 2009 (Eq. 16-4) LC6 0.9 D + 1.6 W IBC 2009 (Eq. 16-5) • Deflection Criteria: A<L/240 (D+S) <U360 (S) Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 2 MAGNUSSON 1 KLEMENCIC _ ASSOCIATES ■ 3.1 GALLERY ROOF TRUSS DESIGN 3.1.2 GALLERY ROOF TRUSS ANALYSIS AND DESIGN This section includes a description of the analysis of the roof trusses performed in SAP2000, v14.2. A separate analysis model is used for each of the two truss configurations. Additionally, the design of the truss members is performed using the SAP2000 Steel Design Module and verified using spreadsheets. The roof trusses are modeled using discrete point Toads to apply Toads where purlins frame into the trusses. This is done to capture the increased effects of point loads on moments in the truss top chords. The purlin reactions due to roof uplift forces are included to design for the possible case when the truss bottom chord is in compression. The following information is included: • Loads applied to the analysis models • Member forces from the analysis models • SAP2000 Steel Design Module design results • Spreadsheets verifying SAP2000 results for select elements • Verification of truss capacity for forces induced by wind Toads on exterior columns Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 3 4 Design Sheet PROJECT MOF SE(UrTL- GALLERI SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers IDEATION 'Tj/P1CAL RooF 'rwss (EIENT DATE fj/1Ep BY 191K L_ 1O5' -O `D r}I = 7r-0" 00T -Tb -OOT CTZE : 7L6" V..= SELF weloitr- SD1.= 3.6 k/w 0{ Lt.,. (2) s 1 wad' p SPIMWTIZICALLY 4r'u cL- S= H -N k/euP-u 4 W{vtb (RUM .= 2•tll t`/T iN (1/I4FRS Rae TILES IRA' f Affp >7w Fr9 SEE AA -me -az SAP A4-14/45- s - � 5 F02 '110651G4 •' Museum of Flight Shuttle Gallery Fri July 9, 2010 1:28PM ROOF MWFRS PRESSURES Design Information Roof Type: J1onoslope Roof Angle: 12 degrees MAGNUSSON KLEMENCIC ASSOCIATES ANALYSIS COMPLETE WIND BLOWING IN THE X-AXIS DIRECTION ROOF PRESSURES Horizontal from (ft) to (ft) Extent Windward Eve All All Case 1 +Gcpi Windward Leeward (psf) (psf) (psf) -4 -24 Case 2 -Gcpi Windward Leeward (psf) (psf) (psf) O -19 0 to h/2 0.0 35.0 -4 -14 — O -9 — h/2 to h h to 2h > 2h 35.0 70.0 110.0 70.0 110.0 110.0 -4 -13 -4 -9 -4 -7 0 0 0 - 8 - 5 -3 WIND BLOWING IN THE Y-AXIS DIRECTION ROOF PRESSURES Horizontal from(ft)(ft) Extent (fl) to Windward Eve All All Roof all all Case 1 +Gcpi Windward Leeward ( psi) ( psf) ( psi) -5 -23 -5 -12 -9 Case 2 -Gcpi Windward Leeward ( psi) ( psf) ( psi ) 0 -18 0 -8 -4 GABLE ROOF T rinvrtlloaf Inward Pressure Outward Pressure Outward Pressure WIND ? WIND MONOSLOPE ROOF ROOF PRESSURE EXTENT NOTES 1. Positive values act toward the surface 2. Negative values act outward from surface 3. Blank values do not apply to the Toad case / wind direction selected 4. " — " indicates pressure does not apply to direction considered. 5. Wind design pressures are unfactored. 6. Where two windward pressures are listed, the roof should be designed for the worst combination of windward plus leeward pressure. 5 6 • SAP2000 v14.2.0 - File:10_07_08_Typical Roof Truss - X -Z Plane @ Y=0 - Kip, in, F Units 7 (/) 11 c co c 1) 0 rn 0 __.• 0 cU0 5 U) 45 0 To 0. I-1 co cD r -- (c) ai c:r cDc CL (/) • SAP2000 v14.2.0 - File:10_07_08_Typical Roof Truss - Joint Loads (LIVE) (As Defined) - Kip, in, F Units 9 • LL 4= c 0 U) a_ 0 (0 0 5 cn 2 1— (0 C.) 1—I co cDI its IL cp cNi 0 a_ 11 • File:10_07_08_Typical Roof Truss - O O O ,N mrLi (1.2DL+1.6S+1.OLL) - Kip, in, F Units Moment 3-3 Diagram SAP2000 v14.2.0 - File:10_07_08_Typical Roof Truss - 13 0 0 0 CNI 114 co 14 • File: 10_07_08_Typical Roof Truss r 0 00 N Op' Moment 3-3 Diagram (0.9D+1.6W) - Kip, in, F Units 15 0 rn 00 0U) 16 O o O �6 rn 8 CO/ IXCx 41) „} O �Ff 0 set iz ti} O O O IL c a co O N 0 o 0 co M 0 c c U a) c cn O) N 0 O cn 7 1— 'a .Q 1-I co 01 O O G3 it 0 N d > O 0 h 0 0 rn 0 0 ti 0 0 0 0 0 0 SAP2000 v14.2.0 - File:10_07_08_Typical Roof Truss - Steel P-M Interaction Ratios (AISC360-05/IBC2006) - Kip, in, F Units 17 18 SAP2000 Steel Design ` ` f `cAL l -OSeTVP a101tb Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 1 X Mid: 630.000 Combo: 1.2DL+1.6S+1.OLL Design Type: Beam Length: 1260.000 Y Mid: 0.000 Shape: WT12X65.5 Frame Type: Special Moment Frame Loc : 562.000 Z Mid: 84.000 Class: Slender Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Effective Length D/C Limit=0.950 2nd Order: General 2nd Order PhiB=0.900 PhiS=0.900 A=19.300 J=4.740 E=29000.000 RLLF=1.000 PhiC=0.900 PhiTY=0.900 PhiS-R1=1.000 PhiST=0.900 133=238.000 r33=3.512 122=170.000 r22=2.968 fy=50.000 Ry=1.100 Fu=65.000 DESIGN MESSAGES Error: Section overstressed STRESS CHECK FORCES S MOMENTS (Combo 1.2DL+1.6S+1.OLL) Location Pu Mu33 Mu22 562.000 -459.990 427.595 0.000 PhiTF=0.750 533=24.921 S22=26.357 z33=43.900 z22=40.700 PMM DEMAND/CAPACITY RATIO (H2-1,Top-Right) D/C Ratio: 0.992 = abs(( -0.754) + (-0.238) + 0.000) = abs(fa/Fa + fbw/Fbw + fbz/Fbz) Av3=10.320 Av2=7.381 Vu2 Vu3 Tu 5.513 0.000 0.000 AXIAL FORCE & BIAXIAL MOMENT DESIGN (H2-1,Top-Right) Factor L K1 K2 B1 B2 Cm Major Bending 0.071 1.000 1.000 1.000 1.000 1.000 Minor Bending 0.114 1.000 1.000 1.000 1.000 1.000 LTB Axial Lltb Kltb Cb 0.114 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity -459.990 609.917 868.500 Mu phi*Mn phi*Mn Moment Capacity No LTB Major Moment 427.595 1794.346 1794.346 Minor Moment 0.000 1831.500 SHEAR CHECK Vu phi'Vn Stress Status Force Capacity Ratio Check Major Shear 5.513 199.287 0.028 OK Minor Shear 0.000 334.368 0.000 OK CONNECTION SHEAR FORCES FOR BEAMS VMajor VMajor Left Right Major (V2) 0.488 0.468 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK1My Documents\Museum of Flight\SAPi10_07_08_Typidel aiOs94:14 • Project: MOF Shuttle Gallery Reference: Typical Truss Top Chord Date: 7/9/2010 Engineer: 8HK Design Forces LC 1.2041 61.1.0l, Mu,x 427.6 kip -in Pu' -460 kips Lb 1260.0 inches 'negative for compression, 4 for tension Beam/Column Size WT12X653 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4,b 0.9 in d c 0.9 In^4 mt 0.9 In^3 k-comp,strong 0.071 in^3 'k-comp,weak 0.114 in^4 k•ftex,strong 0.114 In k-flexweak 1 in Cakulated Parameters Member Properties A 19.3 in^2 bf 12.9 in tf 0.96 in d 12.2 in tw .0.605 in J . 4.74 In^4 SX 24.8 In^3 Sy 265 in^3 N 170 in^4 ry . . - 2.97 In rx 352 in its 139 in -. Ix 238 in^4 Cw 23.1 in^6 xo 0 yo 0 ro 5.09 Zit 43.9 in^3 Zy 40.7 in^3 yc 2.65 in b1/2t1 6.7 h/tw . 20.2 Flexural Properties Stem Tension Flange Compact Mn,yield 1984 kip -in 8 1.17 25 Mn,LT8 30311 kip -in Fc, NA ksi Sac NA in^3 Mn ocal buckling NA kip -in Mn 1984 kip -in Flexural Budding Properties Web Slender Qs 0.88 42 Q 0.88 106 kbt/rx 25 1 kly/ry 48 42.1 Fe 122.4 ksi Fcr 38.0 ksi Pn 733.9 kips Torsional BucNng Properties kiy/ry 48 Fcry 42 ksi Fcrz 106 ksi H 1 Fcr '. 42.1 ksi Psi 813.3 kips Summary of Results !Flexure (major axis) OK Tension/Compression OK Combined Forces OK 4.Mn,x 1786 kip -in +Pn- 660 kips 4.Pn. 869 kips interaction 0.909 Mu,x/diMn,x 0.24 Pu/4.Pn 0.696 20 SAP2000 Steel Design Tic TPOV ` SarroK. caoEO Project Job Number Engineer AISC360-05/1BC2006 STEEL Units : Kip, in, F Frame : 4 Length: 1260.000 Loc : 702.000 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=15.300 J=2.350 E=29000.000 RLLF=1.000 X Mid: Y Mid: Z Mid: SECTION CHECK (Summary for Combo and Station) 630.000 Combo: 1.2DL+1.6S+1.OLL Design Type: Beam 0.000 Shape: WT12X52 Frame Type: Special Moment Frame 0.000 Class: Slender Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiS-R1=1.000 I33=189.000 122=130.000 fy=50.000 Fu=65.000 PhiTY=0.900 PhiST=0.900 r33=3.515 r22=2.915 Ry=1.100 STRESS CHECK FORCES & MOMENTS (Combo 1.2DL+1.6S+1.OLL) Location Pu Mu33 Mu22 702.000 452.691 -168.145 0.000 PhiTF=0.750 S33=20..085 S22=20.312 z33=35.100 z22=31.200 PMH DEMAND/CAPACITY RATIO (H2-1,Top-Right) D/C Ratio: 0.844 = abs(0.658 + 0.186 + 0.000) = abs(fa/Fa + fbw/Fbw + fbz/Fbz) AXIAL FORCE 6 BIAXIAL Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear MOMENT L 0.143 0.214 Lltb 0.214 Pu Force 452.691 Mu Moment -168.145 0.000 Vu Force 0.027 0.000 DESIGN (H2-1,Top-Right) K1 K2 1.000 1.000 1.000 1.000 Kltb Cb 1.000 1.000 phi*Pnc phi*Pnt Capacity Capacity 289.755 688.500 phi*Mn phi'Mn Capacity No LTB 903.826 903.826 1404.000 phi*Vn Stress Capacity Ratio 162.000 0.000 259.200 0.000 CONNECTION SHEAR FORCES FOR BEAMS VMajor VMajor Left Right Major (V2) 0.584 0.586 Vu2 0.027 B1 1.000 1.000 Status Check OK OK Av3=8.000 Avg=6.000 Vu3 0.000 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP\10_07_08_Typidal 010s14:14 • •" • 1 Project: MOF Shuttle Gallery Reference: Typical Truss Bottom Chord Date: 7/9/2010 Engineer: BHK Design Forces LC 1.2041 6541.01 Mu,x 168.2 kip -in PO 452.7 kips Lb 1260.0 inches •negative for comp ession, * for tension Beam/Column Sire [WT12X52 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4,b 0.9 in 4rc 0.9 ina4 int 0.9 in"3 k-comp,strorg 0.143 ine3 k-comp,weak 0.214 in*4. k -flex strong 0.214 in k-flex,weak 1 in Cakubted Parameters Member Properties A 153 in42 bf 12.8 in tf 0.75 in d 12 in tw 0.5 in 1 - . 2.35 ina4 Sx 20 in"3 Sy 20.3 ine3 ly 130 in*4. ry '2.91 in rx . ,'351 in Its 1.39 in Ix 189 in.4 Cw 11.6 ine6 = xo 0 yo 0 ro 5.07, 2x 35.1 in•3 Zy 31.2 ine3 yc 259 in bf/2tf 8S h/tw 24.1 Flexural Properties Stem Compression Flange Compact Mr5yiekl ..1000 kip.in B 0.76 51 Mn,LTB - 1819 kip -in Fcr NA ksi Sxc NA in"3 Mn,local buckling . NA kip -in Mn 1000 kip -in Axial Properties Web Slender Qs 0.69 27 Q 0.69 67 kIx/rx 51 1 kN/ry 93 '26.7 Fe 33.3 ksi Fcr 22.3 ksi Pn - 3415 kips Torsional Buckling Properties kN/ry 93 Fcry 27 ksi Fcrr 67 ksi H 1 Fcr '26.7 ksi Pn 4083 kips .. Summary of Results Flexure (major axis) OK Tension/Compression OK Combined Forces OK 4sMnac 900 kip -in Q,Pn- 307 kips 4,Pnx 689 kips interaction f 0.824.a 1 Mu,x/4sMn,x 0.19 Pu/4,Pn 0.658 22 SAP2000 Steel Design N L-sx3x'/L Project Job Number Engineer AISC360-05/I8C2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame . Length: Loc . 335 123.110 61.555 Provision: LRFD D/C Limit=0.950 PhiB=0.900 PhiS=0.900 A=7.510 J=0.667 E=29000.000 RLLF=1.000 X Mid: 135.000 Y Mid: 0.000 Z Mid: 42.000 Combo: 1.2DL+1.6S+1.OLL Design Type: Brace Shape: 2L5X3X1/2X3/8LLBBFrame Type: Special Moment Frame Class: Non -Compact Princpl Rot: 0.000 degrees Analysis: Effective Length 2nd Order: General 2nd Order PhiC=0.900 PhiS-R1=1.000 • 133=18.900 122=11.757 fy=36.000 Fu=58.000 DESIGN MESSAGES Error: Section overstressed PhiTY=0.900 PhiST=0.900 r33=1.586 r22=1.251 Ry=1.528 STRESS CHECK FORCES 6 MOMENTS (Combo 1.2DL+1.6S+1.OLL) Location Pu Mu33 Mu22 61.555 -137.158 3.893 0.000 FMM DEMAND/CAPA.CITY RATIO (H2-1) D/C Ratio: 0.975 = 0.962 + 0.013 + 0.000 = fa/Fa + fbw/Fbw + fbz/Fbz AXIAL FORCE 6 BIAXIAL Factor Major Bending Minor Bending LTB Axial Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear MOMENT L 0.972 0.972 DESIGN (H2-1) K1 K2 1.000 1.000 1.000 1.000 Lltb Kltb Cb 0.972 1.000 1.000 Pu Force -137.158 phi*Pnc phi'Pnt Capacity Capacity 142.504 243.324 Mu phi*Mn phi*Mn Moment Capacity No LTB 3.893 300.545 300.545 0.000 191.208 Vu phi'Vn Stress Force Capacity Ratio 0.000 97.200 0.000 0.000 58.320 0.000 PhiTF=0.750 S33=5.798 S22=3.688 z33=10.200 z22=7.041 Vu2 0.000 81 1.000 1.000 Status Check OK OK Av3=3.000 Av2=5.000 Vu3 0.000 B2 1.000 1.000 Tu 0.000 Cm 1.000 1.000 SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents Museum of Flight\SAP110_07_08_Typidalf5kcit0"tOs94:14 AISC 2005 Double Ang/e Compressive Strength & Intermediate Connector Required Strength 0 t °1 w ` m o c 0•w J E 0 • 0 0 0 O 06 0 0 O 1- o ▪ • ii u n F Oa o Non•Slender Element AISC 2005 E4 • Torsional and Flexural -Torsional Buckling AISC 2005 E3 • Flexural Bu 0 w -,y 00- ��� c c 0) • n 0, o °. vN v O ci of . 03 UoO E o:N^ -.oE N N O NM C N • __- - CL O. d V n n n j1 11 n 0 n n 11 0 _0 0 1i ti O CN n N `O j S = -a „ C L 1 c P • m ' W 1. O )t) M N LL" c N C1 - 0, N N N - _o �O c 11 II 0 II 11 E m m,71 • LL a a C a D o a -o o --.s d ID o S O 0 i Y - c c r_ c O V N N d m e F. m c t __ W O) N m V) 0 N C u ZE S LC m O __V oN o V co • O d » 2.--13, a0.a U p K O- L C .x �St :[ a opY -- — _O a I 0 -- -`- 0 E a1-8, OE n °° 000 UU U V o omd N ^. M 1. y fU 0 o N P P P P VOC C V M ,O co O v !v c aOo h P v (N N 0 V ..- O- N.- V n n -IP iI0 III Wo od 0 m, •:(3- (S,'-. -j i oO 0 0 o p L n II 11 1IIo + o�� fi' LL — U LLK :5 CJ - ' -23 d d v .1),-....=:: u: v C O m m r II II U lL < Q M M E Section = 2L5X3X1/2 1\ • M 0. O` c"c C fC C • 2 O' I:, N N W. *O N' 3') • .p✓) 1. .- CO .. •p O `O0 vcm O 11 It 11 Q 11 11 11 1 U 0 1 1 c o _d E O 7 11 o c c 0 coP O 11 11 11 11 II 11 11 1— a 0.° Ii 0 J N 0 d z Single Angle Section Properties: m c N N v v co O O O 11 11 11 11 i i ti m 24 SAP2000 Steel Design (2) LKx3x;/$ Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 336 X Mid: 315.000 Combo: 1.2DL+1.6S+1.OLL Design Type: Brace Length: 123.110 Y Mid: 0.000 Shape: 2L4X3X3/8X3/8LLBBFrame Type: Special Moment Frame Loc : 61.555 Z Mid: 42.000 Class: Non -Compact Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Effective Length D/C Limit=0.950 2nd Order: General 2nd Order PhiB=0.900 PhiS=0.900 A=4.980 J=0.246 alpha=90.000 E=29000.000 RLLF=1.000 PhiC=0.900 PhiS-RI=1.000 133=7.880 I22=8.519 fy=36.000 Fu=58.000 PhiTY=0.900 PhiST=0.900 r33=1.258 r22=1.308 Ry=1.528 STRESS CHECK FORCES 6 MOMENTS (Combo 1.2DL+1.6S+1.OLL) Location Pu Mu33 Mu22 61.555 -88.632 2.582 0.000 PMM DEMAND/CAPACITY RATIO (H2-1) D/C Ratio: 0.920 = 0.902 + 0.017 + 0.000 = fa/Fa + fbw/Fbw + fbz/Fbz PhiTF=0.750 S33=2.886 S22=2.673 z33=5.190 z22=4.827 Av3=2.250 Av2=3.000 Vu2 Vu3 Tu 0.000 0.000 0.000 AXIAL FORCE 6 BIAXIAL MOMENT DESIGN (H2-1) Factor L KI - K2 B1 B2 Cm Major Bending 0.972 1.000 1.000 1.000 1.000 1.000 Minor Bending 0.972 1.000 1.000 1.000 1.000 1.000 LTB Axial Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear Lltb Kltb Cb 0.972 1.000 1.000 Pu phi'Pnc phi*Pnt Force Capacity Capacity -88.632 98.213 161.352 Mu phi'Mn phi*Mn Moment Capacity No LTB 2.582 149.633 149.633 0.000 138.557 Vu phi'Vn Stress Status Force Capacity Ratio Check 0.000 58.320 0.000 OK 0.000 43.740 0.000 OK SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP110_07_08_TypidaI c a't0s94:14 • AISC 2005 Double Angle Compressive Strength & Intermediate Connector Required Strength E i c .c m 0 P P 0 P P ^ c W o le 0 0 II u 11 11 OO o E r 6ti N M a P N 0 P Q P cn NI a a a— II II II S. CNI EN II 11 II II 0 0 11 P -0 P N O � -c .- -a LL LL 1") .3 m CV N P W 0 y II II II II w 0 LL d 9 G L_ .- -O Y W `' m rns J \ N N W N m N m N N 3 Zp J Vu _^ y `C C e c U J V (D W ^dN O Q -x , CO a Y a- 0)Zo E a om c c x- - Om\. o o -O OO 0 n .- 'n co U V- V o E UO m P P O O O P P ,--.. n n V '0• .- OO P M h a0 PO Cr./ Crn O u O p v W P P t) t"_o O m U LLW Lil 02 0 w .p' j ItI0 o II II u II III I0 II II II Itl h� mL' aaQFC4 dO LL o �EN U U ' ul 0 Q Q 0 2 AISC 2005 E E 0 c 1 O) c c O 0 O d 0 `> d C O U C d O N C C _S V O i� a y is o o C ^ p � u o O F-4 t °w c a 0 . II u a N Sveogih of Bu I .up Compression members; Eng.eenng Jo V .EC CO 00 n w J 0- d E 0 LL O - c N a 0 0 0 0 i J J � O O 'a 0 `v o p u Section = 2L4X3X3/8 0 'E 0 E`yc 7s 0_ ._ c n O, 1") 0 0- No O CO N. N .O Cr) ,f)P ("V r') W Cr) v N. v Nv N v t. rA -a O m O 0) c II II II < 11 II II II II II II A C 0 0_d . . — 49 _ na_ $ O O 0 0 0 a a 0. 0 .Se c c c c c c 0 c _ O co -0 V) CON. P [7 CN.__ O. O d 00 N. CO `n O O O 0) II II 0 11 11 0 II Q II II !I II F— LL a. LL' 0 J Y N 1..01 -,..' 1.' _ S D c 0- N Z m m u) 0) 0 N a) N m 0 E 0 U J N 1f) O O N U m X W 0) LL 0 E 2 c m E O O C>. S 0) c m y 10 c E O 0 0 25 26 SAP2000 Steel Design 0.11.30 x Project Job Number Engineer AISC360-05/IBC2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 337 X Mid: 495.000 Combo: 1.2DL+1.6S+1.OLL Design Type: Brace Length: 123.110 Y Mid: 0.000 Shape: 2L3X3X1/4X3/8 Frame Type: Special Moment Frame Loc : 61.555 Z Mid: 42.000 Class: Non -Compact Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Effective Length D/C Limit=0.950 2nd Order: General 2nd Order PhiB=0.900 PhiC=0.900 PhiTY=0.900 PhiS=0.900 PhiS-RI=1.000 PhiST=0.900 1½=2.870 133=2.460 r33=0.926 J=0.063 122=5.533 r22=1.388 alpha=90.000 E=29000.000 fy=36.000 Ry=1.528 RLLF=1.000 Fu=58.000 DESIGN MESSAGES Error: Section overstressed STRESS CHECK FORCES 6 MOMENTS (Combo 1.2DL+1.6S+1.OLL) Location Pu Mu33 Mu22 61.555 -36.463 1.488 0.000 PMM DEMAND/CAPACITY RATIO (H2-1) D/C Ratio: 0.970 = 0.945 + 0.025 + 0.000 = fa/Fa + fbw/Fbw + fbz/Fbz PhiTF=0.750 S33=1.137 S22=I.736 z33=2.040 z22=2.956 Av3=1.500 Avg=1.500 Vu2 Vu3 Tu 0.000 0.000 0.000 AXIAL FORCE 6 BIAXIAL MOMENT DESIGN (H2-1) Factor L K1 K2 B1 B2 Cm Major Bending 0.972 1.000 1.000 1.000 1.000 1.000 Minor Bending 0.972 1.000 1.000 1.000 1.000 1.000 LTB Lltb Kltb Cb 0.972 1.000 1.000 Pu phi'Pnc phi*Pnt Force Capacity Capacity Axial -36.463 38.591 92.988 Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear Mu phi*Mn phi'Mn Moment Capacity No LTB 1.488 58.931 58.931 0.000 48.545 Vu phi*Vn Stress Status Force Capacity Ratio Check 0.000 29.160 0.000 OK 0.000 29.160 0.000 OK SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP\10_07_08_Typidal atOsd4:14 • • AISC 2005 Doub/e Ang/e Compressive Strength & Intermediate Connector Required Strength N U L o. c O .-'1`). .r E W No �O O c<o-"7e Y - _ h II 0 11 II O _o :,•,'::i) o _r tl C c -- -o ,n `n ,n 0 -° v J 10 ^-oo �oml.o o u V y la b y c� o N o co ,n n H ' Ch ^ Ch 0 Q a a v e W ,e �e Zse — h u m O 11 11 11 it II 11 11 II 11 11 - o c\i0 u.` u' ` _ v p 0 N. co ; s 'd -,r c -c .1 0 el N — m v d _e Q ° -naC " c 11 11 11 II 11 0 ° 0 15 102 V' 0 W F w LL - - c r d 3 d c w r c J° u C 0 N N C °I 2 m C V To C . N -° -C „1 _ V- M in m e I, O O V m 0 V Q J J -„ , -s -n m ° COCO m N N 4, n Y . Y "D 2 Y Y O O a Q .N [Y Y a P O. o V V o E a ° d a_ E g ° E °' 0 000 a'`' N Q v m— U U U U o v °' `n ,n ^ O^ t. V a ri O O W P P n vj n i.'" rn c U O O ,c°n ^. C") C'i uj -o `c '�' u d ^ O P N co Ch o c .E -� U'- ° N 0 v v u II o a W W w 0 Z d d O' O N v o 0O co 11 I1 II p 0` II 11` 0 II �' o v0 o o 0 II II II II 11 II o ,i p 0 ',K `' ' ° A ° u '� e U I <Q 'c L m -12 a "c c c c a _ _ _ -Q p 4 N $ O ^.V m N m -O m 'O -o N • C") v N CO -Oj� g m ,P.0X Pcv P , U a t oc ON c. o li o11 0 11 a II 0 II 11 11 0 0 0 Tv' ° iOO °�_60v 0 v W 0 a a- -- n y y C c 2 c c c c 0- C O ^ O `O -O V) -O CV CV`° Ni in 0 — O e—) o P P CO m n N 0 0 0 0 d _a,.., n 011 11 11 0 0 - 11 11 11 11 I— °' a ,i 0 H y — �' — B a' N Z m C:\Documents and Settings\BHK\My Documents\Museum of Flight\ExceIWISC 2005 2L Compressive Strength.xls 2! 0 0 .- X -Z Piao@ Y=0 - Kip, in, F Units v c0 0 -0 c .3 (0I 0 0 CC To 0 0 of 0 ui ii 0 N > O O N A Joint Loads (WIND) (As Defined) - Kip, in, F Units co 0 co 0 v c_ 31 co 0 I— 0 0 ct m 0 .Q I- 1 (O .,-- I r— O 0 I ..— iii it 0 N V > O O O N 0- < 29 30 • C X 1, • 1q0 893e/EXV/E 12 HwI.i 44?' V/EX?/1 ss‘ )10K 14: 41, 91114 I ri SAP2000 Steel Design Project Job Number Engineer AISC360-05/I8C2006 STEEL SECTION CHECK (Summary for Combo and Station) Units : Kip, in, F Frame : 337 X Mid: 495.000 Combo: 1.2D+1.6S+0.8W Design Type: Brace Length: 123.110 Y Mid: 0.000 Shape: 2L3X3X1/4X3/8 Frame Type: Special Moment Frame Loc : 61.555 Z Mid: -47.000 Class: Non -Compact Princpl Rot: 0.000 degrees Provision: LRFD Analysis: Effective Length D/C Limit=0.950 2nd Order: General 2nd Order PhiB=0.900 PhiS=0.900 A=2.870 3=0.063 alpha=90.000 E=29000.000 RLLF=1.000 PhiC=0.900 PhiS-RI=1.000 I33=2.460 I22=5.533 fy=36.000 Fu=58.000 DESIGN MESSAGES Error: Section overstressed PhiTY=0.900 PhiST=0.900 r33=0.926 r22=1.388 Ry=1.528 STRESS CHECK FORCES & MOMENTS (Combo 1.2D+1.6S+0.8W) Location Pu Mu33 Mu22 61.555 -39.730 1.488 0.000 PMM DEMAND/CAPACITY RATIO (H2-1) D/C Ratio: 1.055 = 1.030 + 0.025 + 0.000 = fa/Fa + fbw/Fbw + fbz/Fbz PhiTF=0.750 S33=1.137 S22=1.736 z33=2.040 z22=2.956 Av3=1.500 Av2=1.500 Vu2 Vu3 Tu 0.000 0.000 -0.135 AXIAL FORCE & BIAXIAL MOMENT DESIGN (H2-1) Factor L KI K2 B1 B2 Cm Major Bending 0.972 1.000 1.000 1.000 1.000 1.000 Minor Bending 0.972 1.000 1.000 1.000 1.000 1.000 LTB Axial Major Moment Minor Moment SHEAR CHECK Major Shear Minor Shear Lltb Kltb Cb 0.972 1.000 1.000 Pu phi*Pnc phi*Pnt Force Capacity Capacity -39.730 38.591 92.988 Mu • phi'Mn phi*Mn Moment Capacity No LTB 1.488 58.931 58.931 0.000 48.545 Vu phi'Vn Stress Status Force Capacity Ratio Check 0.135 29.160 0.005 OK 0.000 29.160 0.000 OK SAP2000 v14.2.0 - File:C:\Documents and Settings\BHK\My Documents\Museum of Flight\SAP\10_07_16_Typlotli fl U'tOs92n38d Io��s AISC 2005 Double Angle Compressive Strength & Intermediate Connector Required Strength 32 T 3Z cch q Q 5 a Q z --, A 3 tv k Q% o ,r). M M 'o P O• a _ _ _ Y c p W C Y O ..,...E Y y Y O II II II II .O. _D n OJ` L 10 li V] (-9 M (P') M O �O M U h u7 N O Cp -O .- 'Cr a a a m .. W -' - 5 :.ir y u m h0 II II II y1 11 it 11 11 11 11 11 O Nu_ u- LL M co 1/] O-43 j -c c rn c U uj P v c0 c0 0 LL C H (N 'O u') M id h m m Q _o y O) �- 12 m u n 11 u u v ° m 0 _O +� c L FT'S O V C m to m c 0 c U lj., m 2" ✓l W N y m E t --i g C U i - a, "D S CO 5 0 �t y H y vl d G Sr u V - > C d u C 3 '- - - CO m " � w - N `7 3 3 3 O p Q Q y K a .c C O_ D_ Y w v o ° 'H -„ y E ° .- a N o O E a- `o y O EE P y 00 N N N N N. U U U V O y° M P M N R d V �_ ,O O. ° c 'O N O O N Cl C C V C O N `i W ^ C .n n O O O• O• M M M w _ 'E ._ C O ` O p 'O M u n = a 0 1— h II R II 11 II II II II 03 `c Z O m d N ° O0 0 0 11 R R 11 II II II o f c 0 a 0ry O0 h •LL -. a U mr jL i3 o'a r o - l� CI E ro �' v _ r C U ai u•c 11 11 aO -' < m CO Section = 2L4X3X1/4 t )0. c _ �C C c c .9N O• N u [O n n O N V] M N. M P p, M N N t/) v- N.N. N v FTT II1l 1 R R o o .Si O v -c d n a -- a y .Y , C .5 `O C C `0 R M N „.1 O 0- O M N N rn R 11 R II 11 Q 11 R II rn C n 0- N c0 M N CO `O O O 11 11 i • '-tr:• 0 rn 0 0 4r1 co ti LO kMO;L.� 3 IL c 0 07 08 Roof Truss short span - X -Z Plane @ Y=0 - SAP2000 v14.2.0 - File: 33 ZL . co c n Lt_ c ci Y }• w c m Q. X c 0. co t 0 t col co coD 15 0 Ct I 0 I OI o_ ui u. 0 N 4 co 0 0 N Q Q f1) a 0 a jcv0,4 SAP2000 v14.2.0 - File:10_07_08_Roof Truss_short span - Joint Loads (DEAD) (As Defined) - Kip, in, F Units 35 0 0 0 ,N 36 3�E 02 • As Defined) - Kip, in, F Uni 0_07_08_Roof Truss_short span - Join c • SAP2000 v14.2.0 - File:10_07_08_Roof Truss_short span - Joint Loads (LIVE) (As Defined) - Kip, in, F Units 37 rn ti 0 0 CA Ri 38 • • (WIND UPLIFT) (As Defined) - Kip, in, F Units cn 0 J O C Q N 0 t I co 2 1- 96 CCO co I 0 r of c$ ai 0 N c N a ct O O O •)Fg1" SAP2000 v14.2.0 - File:10_07_08_Roof Truss_short span - Joint Loads (WIND) (As Defined) - Kip, in, F Units 39 0 0 0 ,N 40 (1.2D+1.6S+1.0 0_07_08_RoofTruss_short span • 0 0 0 N co SAP2000 v14.2.0 - File:10_07 08_Roof Truss_short span - 41 O 0 A 42 Axial Force Di m (0.9D+1,6W) - Kip, in, F Units m n t O t U) w I 2 1w ccO O co I O ti 0 I 0 ai 0 N 0 O O N 411,d Q LL • 0 CV 4 > O O O N a Q co 43 7/9/10 15:31:38 0 0 et4 44U) e • • 981 9/CXZ/I 1Z • ‘1? e* ec, • 981 /EX9/E ▪ 41Z • "44 8/EXP/IXE 9/1X17/IXC • 891 /EX8/EX ▪ 1? • \ciir 6' 45 • 981 /EXZ/I • 4WIZ • 7t1.7 • 991X81111. • C:0 0 0 0 0_07_08_Roof Truss_sho • S6�.� • cb• • 0 • 6500 • * * • • 61'0'0 • • u _ CD CD C> CV 9 cp (00 0 0 1 2 a) (f) co co 07_08_Roof Truss_sho CV CD C> C> CV 0_ (1) 45 Design Sheet MEG MOF SPS sal �giUJ?y SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers 1OCAJION (LIEN! -10)53-- 8orrront C4-1O121W We-1gG -DESIGt4 DATI OVID BY DESIGN VaTro*(. CAI0w) C ioR THE rAckximvm roRcG co2RE.S poioD G To 0 -TNS WIWI , FoRCF Main RE.4 Tb "Pr 0ENr f3XClcuf{C, of "Wt43" CoMPIQF—SSlo,4 EL -F. P-ArS ('LQ = 0.aIPo E 13xic-►►4G Poen — REDJA E_h To TaL✓Ei-4t Twic-ri.4G of THE_ 5��ricr! Cpm = 0.02 KO jko = 0.02:Pts) sit W aN 'a'"A- COM 13VAGA-.S o 't'RoviItE TNF STIFFrIxs REcJ -r-D R3 IME -OF -141" Tb..)1sr of WE Sart( (JCfl4)o1i01aCd b Lt 'per = 0.02-x 1153 k = 9.1 k ► l0x 1 3 k* 1.o 0.75 Z98•• 21.0 Lea. r Kms= cos I2.9k T. o_ IS '1{2" F' 11SSUfYl SrR EJ4 GTF( oprapvt_s tt1sc?6o-os T8L._4-B (2.)L3L34)y -1) (PRI 1_ k > 11•f k I/ SEI: AVPICA4 FOR 2fteE- Dicl G tf . -� SEL permCE•tgi Fort —'D -movIDE WIlx 33i • • • / (1. ! 9 \ 2Up - \ \/! /\0 \'0~ - .j f'j§/ \ a°- \s»5 00 . <�� #..,0 °` fƒ/°° //g/ %t\p$\se } } )�_ .®z© R�o���e& 5± aa - $ : 2 J 2' p•.§ 11 11 , 00000j ; k22 2 /�`5_ _ - § m n 01 is- a _ ~ .. 0110 • e ..G �/70 2 _ 2( {$ - ƒ% 2 - -- ---- -0$ �_� e, ([� - &a ���� }\ _- §k§ ))/)§ \\TO §\ �� $A\r\\2\ �/ \ _. �� = E o awe=�m�� p0 .� Z- o \§ c — ¥ 111)1 t0,,,. 2 mon i...,0,. §- g 540 /\/222 /G §) )f /�`®�»\ ƒ/ %i ., -^ ) }ƒ ) }/ AISC 2005 Doub/e Angle Compressive Strength & Intermediate Connector Required Strength AISC 2005 E7 • Members With Slender Elements Non•Slender Element 5C Section = 2L3X3X1/4 o ^\Q }32233/]§ 1111. f..,.,,,. c0 §¥8=, cf n O. �• ° • an CN -- %oddo \ 0 11 11 11 11 - 11 • ! /g. " { 0 \ 0z ui co CO C:\Documents and Settings\BHK\My Documents\Museum of Flight\Excel\AISC 2005 2L Compressive Strength Truss Bracing.xls 47 MISS MISS ■..S MOSS 1.M■ ISMS ISM 1..I 1111111 :CS 11 ON 1• 1... ■ Urn ....� ■... ■...I WEI 4!) >-A 1 Project: MOF Shuttle Gallery Reference: Roof Purim fru 17'-0" OC Date: 7/9/2010 Engineer' BHK Design Forces LC 1.20.1.65.1 Ot.1 6BRAC I Mu,x 2187.6 kip -in Mu,y 0 kip -in Pu' 0 kips Lb 357.0 inches 'negative for compression,. for tension Beam/Column Size 1 W14X34 Input Parameters E 79000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in ¢c 0.9 in^4 eltt 0.9 in^3 k-comp,strong 1 in"3 k-comp,weak 1 in^4 k-ftex,strong 0.1 in k-ftex,weak 1 in Calculated Parameters Member Properties Summary of Results A 10 in^2 bf 6.75 in tf 0.455 in d 14 in tw 0285 in I 0.569 in^4 Sx 48-6 in^3 Sy 6.91 in"3 h 23.3 in^4 ry 1.53 in rx 5.83 in its 1.80 in Ix 340 in"4 Cw 1070 in^6 Z.x 54.6 in^3 2y 10.6 in^3 bf/2tf 7.41 h/tw 43.1 Flexural Properties Flange Compact Web Compact LP 65 in Lr 121 in Mp,x 2730 kip -in Fcr 760.2 ksi Mr,x 36948 kip -in Mn,x 2730 kip -in Mn,y 530 kip -in Axial Properties Flange Non -Slender Web Slender Qs 1 Qa 1 Q 1 klx/rx 60 kly/ry 230 Fe 5.4 ksi Fcr 4.7 ksi Pn 47.4 kips 50 Flexure (major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK �Mn,x 2457 kip -in 4,Mn,y 477 kip -in en- 43 kips ¢Pn+ 450 kips Interaction 0.890 Mu,x/4Mn,x 0.89 Mu,y/Mn,y 0.00 Pu/4Pn 0.000 Beam/Column Design • Design Sheet MAGNUSSON ' KLEMENCIC ASSOCIATES • Structural + Civil Engineers PROJECT MOF % OTnE CiAu_Egy SHEET l0(ATION CLIENT DATE 7/2-710 CANT 1 LER, AT F-RsT Two-- BY ""1K *-ANA►-VZ-E AC CANTi-E ER. 11 Fika FoIZ 1k/011Sr-cif E_ nt,),.Eitn- ws,, _ 0-1 ►yFrOssornii:b.) P PZ •Ps,t =3.2k `p�3. Z7k 11.17_-3.Sk Z.7S' I.q 7),,„ )>.z= v, ,, _2.Ik 'Pw,t.= -3.151( Ais.v = Z 541 k -FT A= ErE1 9.32 j� 0.00$ ►h. = iK 10.67'.��tx 4Z+Ia'`0.1117'= 7z.6.1i-pr 4- aP_L3 6W- (3L = 1s9 = 0.13" - b_, E1 wt €71 k -Fr 141„= I.14t, 177 it -Fr = 0.1111.,L,t 0e1M0 ,.- I.64.4= -6S1 k—FT Lb= 1O.b7' sr - A-rriget-mb MFAiNCHELF = 11 S73/1_ = O•I" = 19 43.3/= = 0.16" Ap,s' 0•'-15." ` Ling j as=o.W= 4/711v - k Wle�x ►O� (i. iitjo M/") 51 Project: MOF Shuttle Gallery Reference: East Truss Cantilever Date: 7/9/2010 Engineer: BHK Design Forces LC 1.20.1.65 Mu,x 2124 kip -in Mu,y 0 kip -in Pu' 0 kips Lb 128.0 inches •negative for compression, • for tension Beam/Column Size I1W14X109 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4.13 0.9 in 4x 0.9 in^4 Ort 0.9 in"3 k-comp,strong 1 in"3 k-comp,weak 1 in"4 k-flex,strong 1 in k-flex,weak 1 in Calculated Parameters Member Properties A 32 in"2 bf 14.6 in If 0.86 in d 14.3 in tw 0.525 in 1 7.12 in^4 Sx 173 in"3 Sy 61.2 in"3 ly 447 in"4 ry 3.73 in rx 6.22 in rts 4.17 in Ix 1240 in"4 Cw 20200 in^6 Zx 192 in"3 Zy 92.7 in^3 bf/2tf 8.49 h/tw 21.7 Flexural Properties Flange Compact Web Compact Lp 158 in Lr 527 in Mp,x 9600 kip -in Fcr 335.9 ksi Mr,x 58104 kip -in Mn,x 9600 kip -in Mn,y 4635 kip -in Axial Properties Flange Non -S ender Web Non -Slender Qs 1 Qa 1 Q 1 klx/rx 21 kly/ry 34 Fe 243.0 ksi Fcr 45.9 ksi Pn 1468.0 kips Summary of Results Flexure(major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4,Mn,x 4'Mn,y en - Interaction Mu,x4Mn,x Mu,y/Mn,y Pu/4rPn 8640 kip -in 4172 kip -in 1321 kips 1440 kips 0246 0.25 0.00 0.000 MAGNUSSON 1 KLEMENCIC ASSOCIATES • 3.1 GALLERY ROOF TRUSS DESIGN 3.1.3 GALLERY ROOF TRUSS CONNECTIONS The section includes the design of selected truss connections. Structural Calculations Gravity Design ii Museum of Flight Space Shuttle Gallery, Seattle, Washington 54 Design Sheet PROJECT WOr g' oTTLE- GAu-Etty LOCATION MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET 2/S5LI, 6/5511 CLIENT DATE 7/z►/L0 9Y $IIk Ty1 CAL TROSS cDritiEcnoq_ 1IPGO 4tL Ta CloRti 0,)1_51-3-0//, & + 16► k , -13$ k (z)1-4'4333/$ b PI= 4-11sK, - k (2)v-Ix3.-Yq a 1L)- i -66k, - No 1tAGoliAL- C}loRb WELD 6" 161 _k I'.392A (yxb"+ Li") 11.2 st�CTL) $THS fir: Qan - Usk PS 2A(1146nf3h ) 3-t 66 k 1:4 , • - l.is COLTFJMTttS 1.392x (4=6"+39 Non WEB 6Loc.K SNEJAR 0.60S~ ear= O. s" E-" CO14V10%-5 stEn= 4X(Ntiti10.6F,,,A , 0.6FoR,,,,]'" Obs- p,A„t) O.7Sx{0.6x 50 Ksl4 it 0.5-0 N x 6" r 1.ox6rLcstx o.SU"x .S" � /5-6 k > po ✓ = 0.7Sx10.6fxZx0.so"x6"+ 1.0 6t- kslxo_So"x N"1- 23tK > / Ci -ORD W Tr_t(Stt..>L ytEID wuHr�.aRF. ti .,+ Zx 6"x -roti 30 - 10.9%, +Rn= )Fr' ap,vr +„►_ 01`Sb ksl l0.4"xD•5"= t'lS k > �, • • 'r • Design Sheet MAGNUSSON 1 KLEMENCIC ASSOCIATES ■ Structurol + Civil Engineers PROIE(I SNEE1 IOCATION CLIENT DATE BY CAM) W4 C REM* 'BoCKLING Fc= `"7 IK, Fav,O.6sSs��� r7 = 36.3 ksl 4' -CtFj4 o1x36.3 tin <10.1° o.s"= 178 k "R,j 56 57 Itot c+la+-0 TA) 101 tics- 1_ CG V • Design Sheet PROJECT MDF SFIUTTLE_ GALLS -`I l0(ATION MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET 11/5611 (LIENI DATE 1 /1.1/I0 BY &IK -i YPICR� TrwSS corlNCcnor( - BOLTED CHoRb SThCE `DF-S'ION FoR FOLD- TrErlSt effpACITY OF Vir Stenon( W0UIDRr FOR Sr%a of CApPC.ITy p4 OmPlz.E SSIOh( WT12,65S5 s To.Fj = so 16i 1q-3 le- = q6-(, DES1GR Fort- THIS CoriDi710+1 NIT FLA r7/14, So ksl, l S 3 irl z = 7bs k P✓= 12.3 _ xg6Sk= 619 k A5 t4-31.17- P0,FLG 9bsk-611 k =346 k Boo- CxtpAC4ry SI4EAR STTLE'(GTF(, 4 r,, = 70-7 Visog4- (1"4 A1490( you!.- s9 R) r = 113,o ft oi. ' 0-0 ANgo N, Doom -wow , Stip ris STP -Me rf Lour sinyr4 Bo'T B -FW-LNG 4T FLG o cr., _ 4x AN [I.2L�+F,,, 2•11d+FJ = OTSx Mir{ b,z)t 2•N6"xOle x 6S 1cS) i,t{x l"K 0•gb's bs 1cqji 1tt.7 Velar =()askM.b4 kI.13"<0-46"x &slcs!,L. *1"xo-b''rbs"Krl]= 109.01,6361r Qol r B ' 2WG 4r WE$ E CI) = o•75 -x Mir( b.li 9" x o •bos"x 6S1(51, Z.4d 1.4 C-6 6J = 70.7 k/aoir = o? MUrI�I.zr!-93"x0-bos"x 6rlar1, z•.L/<I •iO,bD5 x 6S IiJ_ 6K.2 fl3at r 619 k n b, t & = 70.7 k/Boa- 3,{bk —Mar- pLJ TE q DoLT'S y�JiDE 41)ea ai-E jet 4I -F-12) 1)tvluaP i of -T suzEhGrg 797 k/sour -1-2frtb_ alsf111([1.2x 1.46". 651c51 , 2.41E -11.Y 6s'ICSI3x2, TF-r(S 11.1< yIE/-1) ePR-n-4) = 1c514KA ti} ?x bwx-ip0 tk,a, • 0.53" 58 Design Sheet PROIECI SHEE1 MAGNUSSON I KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers 10(ATION CLIENT DATE BY TEATEACI ROP -10 174.4-- : A _ 1144 -2x).17. -s" r 24„-1.12Si = 11•s IHy» On= c' F,, 64 = O.75 -x 65 Ks( -. Z1.5 -1,9N "-f-p o,F6 $1.00.K511EY R o 4,d4 = 2x IT:- IS fri A„, N- .1151- 17.6 M`/r4 (IA„ _ oa><Z x CPotpaE3 1u L cAiNeAry O k kX 3"a- Z.- to.bxsn K5-1xzb ufrolk{'il„ o.6r6r161 x 174InIM4 4,14- 1.o& 1,s161x 3.814,pabh) i<= I-0 L=. 6" O kr 33.1 r Fc'n 25-6 Fuz=O.bs r4-ef- = 116Kul OO.6ZS1xl” = %i' *- f 1. = 0.625" WE -13 Ina(E- PE- PT EO V E. RASE_ to -DEVF._AM r RAZING STEElierg TENS -11.. f►E`W; 1514= 0.gxso 101x 2g"x=�a,..� - '- 0-143„ = 6.7 Vol If+2�6' • • Design Sheet 110 PROJECT MAGNUSSON KLEMENCIC ASSOCIATES ■ Slrudural + Civil Engineers SHEE! ()CATION (LIEN! DATE BY 1 Enstl� Rupru a 2A►.,"LC ..) = 13•S "47K +RA_ Q-7SY 63- 11 c 13•s "Yf,y Pt Ne -we Biu' R IN" = sb 114 LAO f`in.► = 2x i 35.7IK7,1 R.q-= 2X(3- IAis" ) =3.751ly►r -� f-6- o s3.. 4'Rnz 0.755( (MIN {o.6*ro KS) S ,Nj/,.(, o. fr W Kr/ xas70tyyjx}P2+1•0'6Slcsl.cd.7S1N,t =}L a COMi'QF_Si'IVE_ CAPpc4r7 5 TRuSs Q(aa.D '1,14 HGT;.- BOK SHEAR - k fizews = 0.2q" k=t.o L=9" r={"/G- -o.15" 'so Ftz nil vs( f cc FCR_. D.bsfs H1.b 161 stPo.4Fat = o•iix4'I.6 k5lxo•6irxI" = Design Sheet PROJECT SHEET MAGNUSSON KLEMENCIC ASSOCIATES Structural .Civil Engineers LOCATION (TIENT DATE BY via BLOCK SHEj+R 4y= 0.6.0.5".= 20 JP4 Qrnr = 2x(1b•5'-1•S' l.12r): n.bos", 13.8 Wi An}: (-3"-1.12S",) O.boS"= 1.1 Er( I Q'R„= O.75 (Mom1w t423 0.17149f xt►d34 uW`',. I.0,16r 1.1 Of -) = 115710 Pwasp 'RF I SP uCE: c Cif kr- P.0,6 T P. = Liso Ywa-� _ 28s - (s) (ow 1" A'igoN lgoac FJNGF— T irk WE3 PLATES goL.T BEARio Ai FLANGE_ , car„ _ 87.7 yBo.r Bbt-r ; W & 4r IVES b [pr° = S8.5 k/raoa- o Bow moan( cacmocs — n6,.4can= 7 Foie ILANGE- 'ATE- Al -lb WEE p, rib o)F JW "DNMFJCbMS- -a r4Or CfpviGg- --0 (jPAciT7 HOT" TIAt4GE 4LDc-k SEivi2 �i CpPt)= 577 ‘J EB 8Losr{E.Alt. Js ch z., = 378 tc H ts st z i 0 1 0 44 62 63 Design Sheet MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers PROJF(T tv1O` SHOTTL.1- GRULF-{ZY SHEET Cl/SSI( LOCATION CLIENT DAIS 7/LZ/I0 T`CP►c�L T(Wss O 4r' EGnor(- SND CDNNELT{ON To COLUmti i-RvSS E) KEACTtor13 s 1)= 37 - Li k Sok S=3s2k VJwwr =-W.Ok 'NOSE 1)1g60?WL REAcnotiS e - S6•Sk L- 74k S= 3'1.Ok 140„..F r = -30.31( gwt2Dr(TAI, RE—Perim—Ws. +PT 'AAGoML To COSSET -Pm -E. Ww 1,Z'1)+- E. bS.- F.oL 1.2p} 1.65+ aim) -rot M 1.2A * I, bW + I.oL* 0- sr o•9Dr I. 6u) Lww=6" pT s = ►o k `Pe.s= II k Num= - 5.6k = 2.7? k Pv, ra = 21.1 k -'o., - 2... O %t BY BOK + { b 2.0 k *- p W c on At. Dais Nli1 CO !NM (,cr.PREfstor( I) Or- 7S too. Of blr f 2_, on, r stun,:. -K -t►. s- x (24" } r) = 222 k ' p,, J I 11 • Design Sheet MnGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT SHEET 10(ATION (LIEN] DATE BY G )5 p5f'E_ BOCK Slj Efa Air N GDNAL L 2x 6"1(o.5" = 6 oil *nv= 6$(L A4 = 5"x0.5" = (I)Rn=O.75-N(1I1,1V0.6,csvKS1x6IN�,o.6Xbfkstx6 ►jZ]+I.OxbSKSjxL•SaNL) 256k>�o . GUSSET iL,gl PitSit_E_ " IELU AT-IAGoNRL. wwwrlMaaE " S"v ZX 6"4 TPV1 4R., = o•9 x so sl = 11•4"r 0.S" = 267.7 1c Pv ✓ GUssEr Turn - Tor cllalzb ,NTr_ LFAcl:z_ 1621( • cos- 111.2 6-1 Yui Lou bx 167- 1(x cos y1.2), 9-&" - t7.6 /IN k b— L Zo„ tier + Qt,` - 19.7 1(/4 -D "Psz11)%P-. CJT t„ 6.I Ma -4, icst O. tb 17.b kii�r o•S” = 3S -Z !tel CJ1E1 C VON 141 SES \OLD C{L(TF.ktot{ z(6 24. 3 Cry\ �� 4F ) X5.2 Icst If 3 I�.z KAZ Co.9fsovi Cog;b>rn O.91< 1,01 64 S 65 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineer PROJECT SHEET LOCATION (WENT DATE 8Y ,OLT GRou'p * E-S'GI`I BOLT G .ctw Fog Momo..NT DoE. lb E=SLI=NTh.(crry RETWEerl C9wmri CL t3oi-r GRoOi ce ra.o 1 d t)EsIGP( Sols Grzovp FOR N U-u1G 0414810po,.j OF HoRlzorcrAL 4g VEV►C r evoke case; a CAst, l c.R5 z i Ho= 1.2V+1.6w1•I.0L+o.ss O} Ib» (nak-szk)+I.O gt.tic l o IJP t •kkeilue IL Vv =1.2.0+ I.6W+I-O0-O. = I.7_ 37.4 - 1. bx 2o+ I.0,c5-10-0•Sx 3f.1 I< < 3S S k O 2 ¶ I4 " WES" hluf REOE.RSli..-PIgsr—iiot1 . giEcPx.Ce=H„ wc.o)cs nvwJ+r oN Oen ortz44, Gr{S uRfiu 16Noge_ AND1, G ( pOJL V,,. Vv= 1.2b,-I.bs+-l.oE✓. =l•2.37.1jkrl.bx3 .2.kH.&sic= 1o7 lc C{1SE- 1 WILL- NDT comm.- RO1r G1 1,E-'14 SPR-€ }0.S N 1" Foa. got -r G, 0, 0(510 1G CONITJatu.111 G Orn,- 17.7 '/Boa- (I°¢ MIO Sc. gou-3, Sol* AS S€ LLACMILOY S4EJ W 1414-17-- BOLT Pu TE BOLT SEARING :, 13EC}RANG CAINRCI7y MUST /k • '3 InINlMJM Rot -r Gg&i' WRC -DErs1G►4E.11 WR L�= 2"- o•sA 1.312_r= 1.3q" (Pro=0.7Sxmist (l.2_x1•3'rx6rIs/x-(-ri NEAR- Lam,-- zb" 4i: 1.01(0.6tSD x U7.4 fp" = 107 k i- : o.I11' Linn srATE_) M�u1 rt+jE Bou- C +err 711E- 2.1161/".( bSKnx}l'`/ = 177 w/d°`f -b�= 0.2`j RONDIZE. 1-P : U X ` Th"- � x 1.174—z. 1711 4)&1=O. 0.66( 6s vi x 1 %1�x+�, =1d% lc —4 = 0 -ZS" Design Sheet • PROTECT • MAGNUSSON 1 KLEMENCIC ASSOCIATES __— ■ Structural + Civil Engineers SHEET LOCATION (BENI DATE BY ST -I J R Yu1TE. - CounetPl FulNGF_ T.JF_t.- b L." - 2t1„ 1p1f Ion k ,1 r is S-Sk/,r.{ 1)tr.Erss = = t(.2 AxT7-FJdiHS !-viz 6A l07 1« 4•t{" - ZH"2 LUSS 8011 -Of& Glop `TD Got. OM P( 10- S k/►N o,SM U= s/614 lt,1-f- P,L z 1o= 1.21>t1-0L+o•SS = 0+I.bx(2►.IIc-6.Z3,-)+I•ox2 jc+O•Sicllk= 31.3 k # Fog- AI.(.. topb CorairW10gS 1?"m'"1, cl{ogb IS Irl CovnPrzsrio4 Err ron CT{oK' $RActrl6 REavtEr4Ei4rS g 13„ a01.33.q k- 0.3N k oaS Z7e_ C ieta_s "E- cARAGrr ' ►c = I- Z L =3" Wiz. = o.WN` ZS —b (PPn= 417y442 0.90Sa ¥Th TO KO. S" - LiSic > Po J (Act- jt.'() $w\G4& GWc c4rl b MKva ?L= O.3`{ Icx y•3" : l•S 1,-14 4 tto4 F Z = 0.90b kSl xY 2�a k -tai � al., =z .c IO"" -5 "32 0-1011 log —1> 3� = 3x ld'' o•EOti tag _ 113%4 > Pse z Lb q3 PL Ji trn` (831Vedvr -' �baia� ' Mz 2tw's Bomar 13041W4G o 4rn_ 16-1 %N 11)t_ -+> -1111- I.° a O.23" 66 67 Eccentrically Loaded Bolt Group - Instantaneous Center of Rotation 0` U 'O v O_ 37, M N 0 0 0 0 0 O O m N N CO 00 0 0 (N N n 1' l() M) 'O 'O T 0) 0 U a0 0 w a c c c c c c co N O O -O V O n c") Cl 1� el [•i No. Bolts/Row No. Bolt Rows E Irk oc O TD -o c C c C C O N tC c O C H c c O c C c ■ Centroid Load O • E 0) m 9 c O (3) m 0 o O O ,Ni U LL t 2 > m m 2 x TI 0• — V '0 CO O• c!) NC0 N. CO N P V) N N N 0 CO N. N 0, V O' 0 'O N CO U) 'Cr N CO' -.0U I, P 0 LO V N co V co N N co V CO OO U N CO O.— CO CO O• 0 Lf) P "0 1' co O v) N CO N CO CO VO 1- V O M v, N in � OD V cV ao NO NO U N V M N N M V 'O c!) V CO N M LO N "O CO P Os N N N '0 'O N CO CO N CO V v0 0 LI) N CO 0 N O V N VO f'- V `O O 'O co M. V 1. 0 N V V CO CO O• '0 O N N V O• CO V) 0 co to co L O• N CO L0 ON 6 O• 1� N O• O N to . V O• M N VO N Os ,0 LI) LO) P N N— N V 0- CO U c0 NO co 0. M c0 CO P L M M V NO c0 'O M v "O CO N Os L0 N CO O N O u) NO M 1. 1\ `O V cA M co. co to V CO CO L ^ co ts.N O M `O O sO V CO V N _ M No _ CV n No n n CO LID N V '0 1� 00 N O• — ). 0• LID N. 0 00 co — N 0 '0 0 'O — O r) 0 N O• —'0 P Os .0 V4 co U c0 O O• NO V CO sO LO h- V N O M l'sO C) LO O• 'O co co N — O O N co O N N N O O O O O O O O O O O O O O O V V sO 0• V V COO N N CO P O O Os V V N. O O, V ON N a0 `O N N CO O n V n P ln VI N Ln Lo Lo N N N N • M v) O N tri cO 00 00 cp O N to 00 `n N N N .o co CO CO CO CO M CO CO CO CO CO CO CO CO CO CO CO CO CO CO M CO CO CO CO M CO CO CO CO CO CO M P Os O• O• Os Os O• O- U Os P Os O• U 0 V V V V V V V V O M .O V 1� O M O 'O V 1" 0 M0.) N N N N 0 O 0 O 0 0 O 0 co co co co co CO co co N CO V cA 'O 1. CO O• O — N 0') V N 'O • L • • • • • • • • ■ • • • • • • • • c C c C C O N tC c O C H c c O c C c ■ Centroid Load O • E 0) m 9 c O (3) m 0 o O O ,Ni U LL t 2 > m m 2 x TI 0• — V '0 CO O• c!) NC0 N. CO N P V) N N N 0 CO N. N 0, V O' 0 'O N CO U) 'Cr N CO' -.0U I, P 0 LO V N co V co N N co V CO OO U N CO O.— CO CO O• 0 Lf) P "0 1' co O v) N CO N CO CO VO 1- V O M v, N in � OD V cV ao NO NO U N V M N N M V 'O c!) V CO N M LO N "O CO P Os N N N '0 'O N CO CO N CO V v0 0 LI) N CO 0 N O V N VO f'- V `O O 'O co M. V 1. 0 N V V CO CO O• '0 O N N V O• CO V) 0 co to co L O• N CO L0 ON 6 O• 1� N O• O N to . V O• M N VO N Os ,0 LI) LO) P N N— N V 0- CO U c0 NO co 0. M c0 CO P L M M V NO c0 'O M v "O CO N Os L0 N CO O N O u) NO M 1. 1\ `O V cA M co. co to V CO CO L ^ co ts.N O M `O O sO V CO V N _ M No _ CV n No n n CO LID N V '0 1� 00 N O• — ). 0• LID N. 0 00 co — N 0 '0 0 'O — O r) 0 N O• —'0 P Os .0 V4 co U c0 O O• NO V CO sO LO h- V N O M l'sO C) LO O• 'O co co N — O O N co O N N N O O O O O O O O O O O O O O O V V sO 0• V V COO N N CO P O O Os V V N. O O, V ON N a0 `O N N CO O n V n P ln VI N Ln Lo Lo N N N N • M v) O N tri cO 00 00 cp O N to 00 `n N N N .o co CO CO CO CO M CO CO CO CO CO CO CO CO CO CO CO CO CO CO M CO CO CO CO M CO CO CO CO CO CO M P Os O• O• Os Os O• O- U Os P Os O• U 0 V V V V V V V V O M .O V 1� O M O 'O V 1" 0 M0.) N N N N 0 O 0 O 0 0 O 0 co co co co co CO co co N CO V cA 'O 1. CO O• O — N 0') V N 'O • S511 6') CL CoL WT / . 3- Z" d'Y (i6) t"4) �qo + 62 1 N 1 ToP cHo toy H0932- + 0932 <C1 P 20 916 Chi/ Es GuITE,r mit to/ Noss at.) ►4a'Ul NEAR 1 w/ NEAx-1+40.- of Tor CHa¢ b w0_11 -sYWt Sm Hots (6) 0 44190 goiTS, Pou►s' niP"' BE iWaal- ne.Kf ►w- Timms EalentA (}NO nl.. bra*. IC TRVA:ED r.11.04 W.'S Q 'y noK�x�� sue..; 5'2_ - N I ea ODI N POE_ w( Sro 14c4AS N. F bar C(ottp "V Haut ISL - 68 69 Design Sheet MAGNUSSON I KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PROJECT ROF SA TTT L GALLERY SHEET ti /S517._ LOCATION CLIENT DATE 7/23/10 BY $NK -TyPlcAl-Te )SS coNNECTIor{ - t3VJ CE s 1sAt8 - ± 12.9 k 9ij TD GOSSET W Ea7 Loco) LI" 12.9 b _- _ o -S Tr( 3ci . tgxtif_o.s-) tIA31 w-''/ GuSs E -r NJ TE 11-11CR-AF SS 13L Duc S t AIZ3 At„, nv = 2x N" = 8 D4yfrl 4* L 3 ni-/»t C�iZ.t=O-7S*C),Iq►{�D-bxSU1c51xSpiyooRO.bYirIcslr‘fsul$,w4 j'I.Ov6S►LS(A3�yL„yJ:'p„ -;' �"� ' O'o`(” Tz-MSIL- r— 'II DF WHIT rZE VEC-114 -- 3" " 6. gm",t GuSflE l sty,,Q.9x so ks(x C.OB copVPWWE_ Sac -KU H & S *ASSUME- -j-.o.2S" k=1 i L= b.' r= = 0.o72" zloo Fe' .LE" - 28.6161 OGYfr Fao- 0.45$Filkiv. 24 Ks1 �:effe.0.%z o,9xZ4Whorl( o.2r 11.6 k'Po / 0) Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural 4. Civil Engineers PROTECT SHEET 10(ATION CLIENT DATE BY STV -E --55E-3 ,W Goss -Er- Sar'rvM CHoeb INTERFRc _ e FLA N—= = P,, cos yr _ v = 5° , 7 3 KS &u„a 641,cos 4S"K 2.. @WE8o YoR rx► s cwuanra roFFi 1 }3 f Gv 41.0 E7.6►ts� '1 a{ j7.31rs% CoA R51� °1XS2)I' WI) i -[1w(�isor = 7J } �6s=L�17.3PSI ta;r)L+C17.61zn402 )t = 2-3`0 K/tN � n1 1.23x2.38�/�N :r1:41102)1( W FOR- 1#i OF tr.ac I.2 —A'�W = S))4.ri5►1Tkc 1.31 L Fv tis 4; 5 _ A., civicatc" 0.7 KS' �pott BY 114S'f-exrok4 tv= o -37S" 70 71 Design Sheet MAGNUSSON II KLEMENC1C _ ASSOCIATES ■ Strudurol + Civil Engineers PROJECT SHEET IO(ATION CLIENT DATE BY TTr-& sES AT ROOF Paw. opn .RF•9C4L 7Wa.a& iu BM - Pu GDS 311 = " 1=vcsrlsm ac.tat w _ s 314= 6 • Z3 k llk _ti7srs) 10 ,7 K0.375. 6b= 6'i (Ilkt7"-673kxII.6") O.37S 6 731 . 6�= =;7 its., 107 37s` o•IS Ks1 # By li-ISPEC'4-td'( Vf EI -6 az-1Mei AND %' WEU} Di( F =�v cos6-bk Fes= P,,siS$-6= 11k 6.tk Ci,r, = = Z•4 Ks� 7- S••x 0.37r 6x(6•610t7" — 11t.S") 2.D KS1 o.37r- 6a= t► — = 3 -bled 7VM^V37 +� �Y 1 nM-( '(t aziRgivi Hier i" NI> W OIC U = 3lib 72 • MAGNUSSON I KLEMENCIC ASSOCIATES 3.1 GALLERY ROOF TRUSS DESIGN 3.1.4 GALLERY ROOF TRUSS ELEVATIONS The section includes the roof truss elevations showing truss member sizes. Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 73 DO -01 -100 H1 d30 .0-.1 /Ixf xc 1(Z) u> _ IkXiX171(Z) 4.0 ,Y,xcxplz) 1.0 tyixixin(Z) oilxcxplz) - — — lixcx01(Z) r 43v. 74 TRUSS ELEVATION AT GRIDS 2, 3, 4 01 Incyol-Ino H1d30 zierxsitz) lixcxv-K4 —)-- 0 N- VeiXV1(2) 0 0- >- 1- 0 1. 0 ,T;0 -J p. ' (") -r- — • TRUSS ELEVATI AT GRID 5 MAGNUSSON I KLEMENCIC ASSOCIATES ■ 3.2 GALLERY ROOF FRAMING DESIGN 3.2.1 GALLERY ROOF FRAMING DESIGN CRITERIA Steel • WF Members: ASTM A992 (Fy=50 ksi, Fu=65 ksi) Loading and Load Combinations • Loads per Iood maps os indicated in the structural drawings • Roof pressures determined in accordance with IBC 2009 Section 1609 and ASCE 7-05 6.5 (Method 2). • Load Combinations: Ref. Load Combination Code Reference LC1 1.4D IBC 2009 (Eq. 16-1) LC2 1.2D + 1.6L + 0.5S LC3 1.2D + 1.6S + 1.0L IBC 2009 (Eq. 16-2) IBC 2009 (Eq. 16-3) LC4 1.2 D + 1.6 S + 0.8 W IBC 2009 (Eq. 16-3) LC5 1.2 D + 1.0 L + 1.6 W + 0.5 S IBC 2009 (Eq. 16-4) LC6 0.9 D + 1.6 W IBC 2009 (Eq. 16-5) • Deflection Criteria: D<L/240 (D+S) A<L1360 (S) Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 7 5 1111111111111111 MAGNUSSON I KLEMENCIC ASSOCIATES ■ 3.2 GALLERY ROOF FRAMING DESIGN 3.2.2 GALLERY ROOF FRAMING DESIGN This section includes the design of the typical roof purlins. Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 76 77 Design Sheet MAGNUSSON KLEMENC1C ASSOCIATES Structural + Civil Engin PROJECT MOF 9{t%rtLE, GRu- gy IO(ATION WENT SKEET DATE EO BY TOK lyPicAL goof 'DURL.Ib1 @ i2' -O" o -C. L. 21.33' bL = SELF WEIGHT } 3 TSF SDL= lrlSF Lt_=sk S = 2,5- 1p5F 1APHD ()Pp Fr = 24 •PSF (FIELb, PEFF_ (2't2.9.3r= 3S2 Fri*) wlkib= 9 PCF Lott = 62lkC3PIF+ t-Tif)-t O.2t6 1VFT PSP = O. /Fr- wW„ = IZ'- 21 'prr = O.25Zv-/Fr w.as I2'/. S PSFo.ogb k/Fr 2S -'j It -FT WLL.• 35-77 k -Fr MS=3t•q IL -Fr Oita' 1°•l1` -Ir - Zb-t{ o• $51'- 0.6 lc_ 'Ps = 1.1 k 'per= ©.y k 'Pk = a•� k AL:- = �� I•Zp�-t.bsto•$w 1.2ot I.&Wt 1-000.5s 28'-6" • 2 Ito -t -Fr JI( = 0797+ I.6kk' -19.1/ k -F ±3.3 k : t 0.651c -4, STE- AMIC}(ED FOR BEM 1T1Grl W ILtx 26 OK OW 1 C4Z a FY7 Q4=0.6a'_Lbw A - O-614 = LAIO ✓ dere=1•7" = Lboto ✓/ I�t w5-. = I' vet ` L/240%.V JDa.7rt.+0.70. ' 1.5" ` 11240 • SEE ArrneAtib RtSa A4L-'(S!S AISIN- tot. AL_WU{D LOAQl�r!'a CDK➢!nc • Museum of Flight Shuttle Gallery ROOF AND CANOPY C&C PRESSURES Fri July 9, 2010 1:05PM NOTES 1. Positive values act inward to building 2. Negative values act outward away from building 3. - - - indicates pressure does not apply to direction considered. 4. Wind design pressures are unfactored. 5. MWFRS pressures may be used for Ae greater than 700 ft"2. MAGNUSSON KLEMENCIC ssccuhvs ANALYSIS COMPLETE Roof C&C Pressures PLAN VIEW Effective Wind Area Ae (ft"2): 352 Pressure Normal to Diagonal 20 °! { 'a' dimension 11 8 Notes: I I Roof Angle: 12 degrees 1. Maximum of (Gx or Gy) used for G Zone 3 Zone 2 I Zone 3 2. Consider using parapet or wall CSC pressure if rooftop object is within Roof Zones 2 or 3. CSC Pressures from: Fig 6-148 Object Height above Roof. 10.0 ft Minimum horizontal dimension: 10.0 ft —' Overhang Pressures from: Fig 6-11C Object Shape: Round 1---- :- Moot Lfesign pressures Pressure Normal to Face: 11 psf to Fare Pressure Normal to Diagonal: 11 psf • Max Value Alin Value o Zone t Corner (Zone 3) 8 -35 psf Edge (Zone 2) 8 -22 psf Field (Zone 1) 8 -21 psf Overhang Comer (Zone 3) 8 -43 psf Overhang Edge (Zone 2) 8 -38 psf ii Zone 3 I Zone 2 Zone 3 Special Design Pressures ROOF PLAN Sawtooth Comer (Zone 3 B,C,D) - psf Monoslope Zone 7 - psf Monoslope Zone 3' - psf Miscellaneous Rooftop Objects PLAN VIEW tanks. r Examples: Chimneys, rooftop equipment, and similar objects Pressure Normal to Diagonal P=gz•G'Cf Notes: Pregame Normal M Fare 1. Maximum of (Gx or Gy) used for G 2. Consider using parapet or wall CSC pressure if rooftop object is within Roof Zones 2 or 3. Object Height above Roof. 10.0 ft Minimum horizontal dimension: 10.0 ft —' Object Shape: Round I Pressure Normal Pressure Normal to Face: 11 psf to Fare Pressure Normal to Diagonal: 11 psf Canopy Pressures Roof Level Height 55 ft Canopy Height 10 ft Canopy Angle: 0.0 degrees Projection from building: 10.0 ft Canopy Design Pressures: Downward Pressure: 11 psf Upward Pressure: 16 psf Along Wind Drag: 0.49 psf CANOPY ELEVATION VIEW CANOPY PLAN VIEW 78 - • ": • ' l•• -•.?*;V 7.7•••••'•••• •• • • 79 • 1 • T--T••• •-•• ZOP,4E.1., 1,\ ). • - • / /./ / •••• 40) • • • foti 3 )1041 Loads: BLC 4, WU Roof UH" - tV-0" ac. _1a1N4 UPuFT LO11bS .252k/fl 252k/ft 252k/ft .21 k/ft 80 pqC roRED 1wo,iMTS Ci.Zb41St 1•oL) esults for LC 8, 1.2D+1.6S+1.OL cr Member z Bending Moments (k -fl) ,Y — Forromb `I•ZAti.6St 1. ot) 3.3 33_� 3 Results for LC 8, 1.2D+1.6S+1.0L Member Axial Forces (k) -3.3 82 - Frotrh moMc r (o.Rb4i.6w) 194 1 19 27 .- J 20 esults for LC 11, 0.9D+1.6WU ember z Bending Moments (k -ft) - FAC,TOREn /Wit_ (o.9DH.6t4) 0.6 0.7 _7 .8 Results for LC 11, 0.9D+1.6WU Member Axial Forces (k) fop 1.2 84 Project: MOF Shuttle Gallery Reference: Roof Purlin @ 17'-0" OC Date: 7/9/2010 Engineer: BHK Design Forces LC 1.7D+1 65+1.0L Mu,x 1394.4 kip -in Mu,y 0 kip -in Pu' -3.3 kips Lb 352.0 inches •negative for compression,* for tension Beam/Column Size L �l W14X26 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in 4,c 0.9 in^4 ¢t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 0.1 4 k-flex,weak 1 in Calculated Parameters Member Properties Summary of Results A 7.69 in"2 bf 5.03 in tf 0.42 in d 13.9 in tw 0.255 in 1 0.358 in^4 Sx 35.3 in^3 Sy 355 in^3 ly 8.91 in^4 TY 1.08 in rx 5.65 in rts 1.30 in Ix 245 in"4 Cw 405 in^6 Zx 40.2 in^3 Zy 5.54 in"3 bf/2tf 5.98 h/tw 48.1 Flexural Properties Flange Compact Web Compact Lp 46 in Lr 82 in Mp,x 7010 kip -in Fcr 4015 ksi Mr,x 14173 kip -in Mn,x 2010 kip -in Mn,y 277 kip -in Axial Properties Flange Non -Slender Web Slender Qs 1 Qa 1 Q 1 klx/rx 62 kly/ry 326 Fe 2.7 ksi Fcr 2.4 ksi Pn 18.2 kips 85 Flexure (major axis) OK Flexure (minor axis) OK Tension/Compressuon OK Combined Forces OK 4uMn,x 1809 kip -in 4,Mn,y 249 kip -in 4Pn- 16 kips 4,Pn+ 346 kips Interaction 0.887 Mu,x/4uMn,x 0.77 Mu,y/Mn,y 0.00 Pu/4xPn 0.202 Beam/Column Design Project: MOF Shuttle Gallery Reference: Roof Purlin @ 12'-0" OC Date: 7/9/2010 Engineer: BMX Design Forces LC 0.90-1.6W Mu,x 232.8 kip -in Mu,y 0 kip -in Pu' -0.65 kips Lb 352.0 inches 'negative for compression, • for tension Beam/Column Size W 14X26 1 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in 4c 0.9 in"4 4t 0.9 in^3 k-comp,strong 1 in"3 k-comp,weak 1 in"4 k-flex,strong 1 4 k-flex,weak 1 in Calculated Parameters Member Properties Summary of Results A 7.69 in"? bf 5.03 in If 0.42 in d 13.9 in tw 0.255 in 1 0.358 in"4 Sx 35.3 in^3 Sy 3.55 in"3 ly 8.91 in"4 ry 1.08 in rx 5.65 in rts 1.30 in Ix 245 in"4 Cw 405 in"6 Zx 40.2 in"3 Zy 5.54 in"3 bf/2tf 5.98 h/tw 48.1 Flexural Properties Flange Compact Web Compact Lp 46 in Lr 82 in Mp,x 2010 kip -in Fcr 9.0 ksi Mr,x 319 kip -in Mn,x 319 kip -in Mn,y 277 kip -in Axial Properties Flange Non -S ender Web Slender Qs 1 Qa 1 Q 1 klx/rx 62 kly/ry 326 Fe 2.7 ksi Fcr 2.4 ksi Pn 18.2 kips Flexure (major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4,Mn,x 287 kip -in 4,Mn,y 249 kip -in en- 16 kips 4rPn+ 346 kips Interaction 0.832 Mu,x/rbMn,x 0.81 Mu,y/Mn,y 0.00 Pu/4Pn 0.040 Project: MOF Shuttle Gallery Reference: Roof Purlin @ 12'-0" OC Date: 7/9/2010 Engineer: 814K Design Forces CC 0.9D -1.6W Mu,x 324 kip -in Mu,y 0 kip -in Pu' -1.2 kips ib 352.0 inches negative for compression, • for tension Beam/Column Size L14X30 Input Parameters E 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4ib 0.9 in 4K 0.9 in^4 ¢t 0.9 in"3 k-comp,strong I in^3 k-comp,weak 1 in^4 k-flex,strong 14 in rx k-flex,weak 1 rts Calculated Parameters Member Properties Summary of Results A 8.85 in^2 bf 6.73 in tf 0.385 in d 13.8 in tw 0.27 in 1 0.38 in^4 Sx 42 in"3 Sy 5.82 in^3 ly 19-6 in^4 ry 1.49 in rx 5.73 in rts 1.77 in Ix 291 in^4 Cw 887 in^6 Zx 47.3 in^3 Zy 8.99 in^3 bf/2tf 8.74 h/tw 45A Flexural Properties Flange Compact Web Compact LP 63 in Lr 105 in Mp,x 2365 kip -in Fcr 12.7 ksi Mr,x 534 kip -in Mn,x 534 kip -in Mn,y 450 kip -in Axial Properties Flange Non -Slender Web Slender Qs 1 Qa 1 Q 1 klx/rx 61 kly/ry 236 Fe 5.1 ksi Fcr 4-5 ksi Pn 39.8 kips 87 Flexure (major axis] OK Flexure (minor axis) OK tension/Compression OK Combined Forces OK 4uMn,x 481 kip -in 4Mn,y 405 kip -in ¢Pn- 36 kips 4,Pna 398 kips Interaction L0.691 ( Mu,x/4uMn,x 0.67 Mu,y/Mn,y 0.00 Pu/¢Pn 0.033 Beam/Column Design Design Sheet • PROTECT titov SOME. Gnt E.1Z • MAGNUSSON 1 KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT DATE b/['f/10 BY 13111( Ty1 LCJ L RooF I'ORt-H4 7'-6" oC. L= ti. -2 SELF WEleNr t 3 Pyr SDI- = 15- T'ST u.:2.sk S=2s?$f 1A110 UP( -4F1 = 21- TSF (EDGE, AF _ 1.12. Fr" ) IND - S Pc -F wp, = 7.5-1A (3 ?Sr* IS PSF) = O.13T l/Fr Ak 7.5-5( ( s 1 SF = D. I S9 if/Fr Wwv = 7.51L LZ til== 0. lbs k/Fr t-0„„-7-5-14 S PST,- 0.06 yrr 'per= o-bk '1I4.:°3k. `Ps= 0.71( 0.21( O.6 lc 1.111) 1.2-1)+1.61_40.55 *- MSX I ZptI.6Stl.ol_ ).Th -1.69 -o•Su) 1.61J+I.OL4-0.55"J 1 27=6" X073' l = 6s'( O.91)f.1.614/V= -11.6 k -Fr ±2-114- o.i12 k SES Ar17 E) Fop. Bit ' S13t1 WIN 2-6 OK (MAN Dom= 0-6) ow= O•KSp = Lino ✓/ A,. O.61{' = Yr3o J 1,1" - V33. d1 .2" = Ll P+S = teo L flBCI4ED ANAv f 1S 8044- ADD1TIMAt- ►a)It1'p 1,0Abli4G Co(b moms Museum of Flight Shuttle Gallery Fri July 9, 2010 1:24PM ROOF AND CANOPY C&C PRESSURES NOTES 1, Posibve values act ward to budding 2. Negative values act outward away from building 3. ' —' indicates pressure does not apply to direction considered. 4. Wind design pressures are unfactored. 5. MWFRS pressures may be used for Ae greater than 700 ft"2. MAGNUSSON KLEMENCIC ANALYSIS COMPLETE Roof C&C Pressures 10 ° Effective Wind Area Ae (ft"2): 212 'a- dimension 11 11 Roof Angle: 12 degrees C&C Pressures from: Fig 6-148 Overhang Pressures from: Fig 6.11C Pressure NormalExamples: to Diagonal }.�{ i I I Zone 3 [one 2 Zone 3 V o ` f Zone 1 ,,, 0 Roof Design Pressures • Max Value Min Value Comer (Zone 3) 8 -35 psi Edge (Zone 2) 8 -22 psf Field (Zone 1) 8 -21 psf Overhang Comer (Zone 3) 8 -43 psf Overhang Edge (Zone 2) 8 -38 psf Zone 3 Zone 2 Zone 3 ROOF PLAN Special Design Pressures Sawtooth Corner (Zone 3 B,C,D) — psf Monoslope Zone 2' — psf Monoslope Zone 3' — psf Miscellaneous Rooftop Objects PLAN VIEW Chimneys, tanks, rooftop equipment and similar objects Pressure NormalExamples: to Diagonal P=gz'G'Cif Notes: V 1. Maximum of (Gx or Gy) used for G 2. Consider using parapet or wall C&C pressure if rooftop object is within Roof Zones 2 or 3. Z 5 5 0 g Objecl Height above Roof: 10.0 ft 4 ` • Minimum horizontal dimension: 10.0 ft Object Shape: Round I I Pressure Normal to Face: 11 psf Pressure Normal to Fare Pressure Normal to Diagonal: 11 psf Canopy Pressures Roof Level Height: 55 ft Canopy Height 10 ft Canopy Angle: 0.0 degrees Projection from building: 10.0 ft Canopy Design Pressures: Downward Pressure: 11 psi Upward Pressure: 16 psf Along Wind Drag 0.49 psf CANOPY ELEVATION VIEW CANOPY PLAN VIEW 89 • • • . \ ‘• - • ; , / • • • • • • ,‘ • • •)7 . • ' . / , • . ;j-ZOtfZ. . .1 s 1 ' \ • , • I 1 • 2 rX`777,1r'4'• ; I ' Li 90 1015 RDoF 'SNS 71--6" ac- 165k/ft .263k/ft 263 ti •263k/ft loads. BLC 4, WU R - FricIoRfb MOTS 041:41.4ro.OL) -654 -65 4 F Resufs for LC 8, 1.2D+1.6S+1.0L Member z Bending Moments (k -ft) 92 9 -FACT-Orth AXIAL (1-2iH-1.6V..o4 2 -2 5esutts for LC 8, 12D+1.6S+1.0L ember Axial Forces (k) -2 -2 •) • pyo Results for LC 11, 0.9D+1.6WU Member z Bending Moments (k -ft) 0.3 -4 rgesu Its for LC 11, 0.9D41.6WU ember Axial Forces (k) 0.5 Project: MOF Shuttle Gallery Reference: Roof Purlin @ 7'-6" OC Date: 7/9/2010 Engineer: 8HK Design Forces LC 1.2D.1.6S.1.01 Mu,x 784.8 kip -in Mu,y 0 kip -in Pu' -2.1 kips Lb 339.6 inches 'negative for compression, + for tension Beam/Column Size W 10X26 Input Parameters E 29000 ksi Fy 50 ksi 6 11200 ksi Cb 1 in drb 0.9 in 4c 0.9 in^4 Ort 0.9 in^3 k-comp,strong 1 in•3 k-comp,weak l in^4 k-flex,strong 0.1 • k-flex,weak 1 in Calculated Parameters Member Properties A 7.61 in^2 bf 5.77 in 0 0.44 in d 10.3 in tw 0.26 in 1 0.402 in^4 Sx 27.9 in^3 Sy 4.89 in•3 ly 14.1 in^4 ry 1.36 in rx 4.35 in rts 1.58 in Ix 144 in44 Cw 345 in^6 Zx 31.3 in^3 Zy 7.5 in^3 bf/2tf 6.56 h/tw 34 Flexural Properties Flange Compact Web Compact Lp 58 in Lr 138 in Mp,x 1565 kip -in Fcr 636.5 ksi Mr,x 17759 kip -in Mn,x 1565 kip -in Mn,y 375 kip -in Axial Properties Flange Non -Slender Web Non -Slender Qs 1 Oa 1 Q 1 klx/rx 78 kly/ry 250 Fe 4.6 ksi Fcr 4.0 ksi Pn 30.6 kips Summary of Results Flexure (major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4rMn,x 1409 kip -in '4rMn,y 338 kip -in 4>Pn- 28 kips 4rPn+ 342 kips Interaction Mu,x/4>Mn,x Mu,y/Mn,y Pu/4>Pn 0.56 0.00 0.076 Project: MOF Shuttle Gallery Reference: Roof Purlin @ 7'-6" OC Date: 7/9/2010 Engineer: BHK Design f orces LC 0.9041.6W Mu,x 139.2 kip -in Mu,y 0 kip -in Pu' -0.42 kips Lb 339.6 inches negative for compression, • for tension Beam/Column Size W10X26 Input Parameters 1 E 29000 ksi Fy 50 ksi 6 11200 ksi Cb 1 in cbb 0.9 in 4>c 0.9 in^4 4t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strang 1 4 k-flex,weak 1 in Calculated Parameters Member Properties Summary of Results A 7.61 in^2 bf 5.77 in tf 0.44 in d 103 in tw 0.26 in 1 0.402 in^4 Sx 27.9 in^3 Sy 4.89 in^3 h 14.1 in^4 ry 1.36 in rx 4.35 in As 1.58 in Ix 144 in^4 Cw 345 in^6 Zx 31.3 in^3 2y 7.5 in8 bf/21f 6.56 h/tw 34 Flexural Properties Flange Compact Web Compact Lp 58 in Lr 138 in Mp,x 1565 kip -in Fcr 15.5 ksi Mr,x 433 kip -in Mn,x 433 kip -in Mn,y 375 kip -in Axial Properties Flange Non -S ender Web Non -Slender 0.s 1 Qa 1 Cl 1 klx/rx 78 kly/ry 250 Fe 4.6 ksi Fcr 4.0 ksi Pn 30.6 kips 97 Flexure (major axis) OK Flexure (minor axis) OK Tension/Compr ession OK Combined Forces OK rbMn,x 390 kip -in cbMn,y 338 kip -in rbPn- 28 kips 4xPn+ 342 kips Interaction 0365 Mu,x/4Mn,x 0.36 Mu,y/Mn,y 0.00 Pu/4Pn 0.015 Beam/Column Design Project: MOF Shuttle Gallery Reference: Roof Purlin @ 7-6" OC Date: 7/9/2010 Engineer: BHK Design Forces LC 0.90+I.6W Mu,x 298.8 kip -in Mu,y - 0 kip -in Pu' -0.9 kips Lb 339.6 inches 'negative for compression, + for tension Beam/Column Size 1 11 W 10X26 Input Parameters E - 29000 ksi Fy 50 ksi G 11200 ksi Cb 1 in 4b 0.9 in 4,c 0.9 in^4 4)t 0.9 in^3 k-comp,strong 1 in^3 k-comp,weak 1 in^4 k-flex,strong 1 4 k-flex,weak 1 in Calculated Parameters Member Properties A 7.61 in"2 bf 5.77 in tf 0.44 in d 10.3 in tw 0.26 in 1 0.402 in^4 Sx 27.9 in^3 Sy 4.89 in^3 ly 14.1 in^4 ry 136 in rx 4.35 in its 1.58 in Ix 144 in^4 Cw 345 in^6 Zx 31.3 in^3 Zy 7.5 in^3 bf/21f 656 h/tw 34 Flexural Properties Flange Compact Web Compact Lp 58 in Lr 138 in Mp,x 1565 kip -in Fcr 15.5 ksi Mr,x 433 kip -in Mn,x 433 kip -in Mn,y 375 kip -in Axial Properties Flange Non -Slender Web Non -S ender Qs 1 Cla 1 0 1 klx/rx 78 kly/ry 250 Fe 4.6 ksi Fcr 4.0 ksi Pn 30.6 kips Summary of Results Flexure (major axis) OK Flexure (minor axis) OK Tension/Compression OK Combined Forces OK 4Mn,x 4rMn,y 4,Pn- 4,Pn+ Interaction Mu,x/4Mn,x Mu,y/Mn,y Pu/¢Pn 390 kip -in 338 kip -in 28 kips 342 kips 10.7831 0.77 0.00 0.033 MAGNUSSON I KLEMENCIC _ AsSOC'AiES i 3.2 GALLERY ROOF FRAMING DESIGN 3.23 GALLERY ROOF PLAN The section includes the gallery roof plan showing purlin sizes. StructuralCalculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 99 100 MAGNUSSON 1 KLEMENCIC ASSOCin1ES ■ 3.3 LOBBY ROOF FRAMING DESIGN 3.3.1 LOBBY ROOF FRAMING DESIGN CRITERIA Steel • WF Members: ASTM A992 (Fy=50 ksi, Fu=65 ksi) • Round HSS Members: ASTM A500 Gr. B (Fy=42 ksi, Fu=58 ksi) Concrete over Metal Deck • 21/2" over 3" Deck: NW Concrete, f'c=4 ksi Loading and Load Combinations • Loads per Toad maps as indicated in the structural drawings • Roof pressures determined in accordance with IBC 2009 Section 1609 and ASCE 7-05 6.5 (Method 2). • Snow Toads include the effects of drifts on lower roofs determined in accordance with ASCE7-05 7.7 • Load Combinations: Ref. Load Combination Code Reference LC1 1.4D IBC 2009 (Eq. 16-1) LC2 1.2D + 1.6L + 0.5S IBC 2009 (Eq. 16-2) LC3 1.2D + 1.6S + 1.01 IBC 2009 (Eq. 16-3) LC4 1.2 D + 1.6 S + 0.8 W IBC 2009 (Eq. 16-3) LC5 1.2 D + 1.0 L + 1.6 W + 0.5 S IBC 2009 (Eq. 16-4) LC6 0.9 D + 1.6 W IBC 2009 (Eq. 16-5) • Deflection Criteria: A<L/240 (D+S, D+L) A<L/360 (S,L) Structural Calculations Gravity Design Museum of Hight Space Shuttle Gallery, Seattle, Washington 101 102 Design Sheet PROIE(T MDF S UITLE Gnu. -Ry SHEET MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers LOCATION CLIENT DATE 7/Es/Ed NT MP< Now tot S GRout4D 9.100 LOFth, = Is PsF Rpos0E-E FP -11)R, i C -e = O.4 (Math( ROOF) I.2. (Low fooF ) 'MESAAl- pir-ToR C. = 1.0 IMPORT-/+t4e FRcxo2, 1n.1111 ROOF , MRN ROOF PF Mq)( 1 o•7CcC+L p , � 1 = I6.5 J6F (AME -7-05- 7.3) Pc = Lk = 16.5 'PSF (RScE7-os 734) = Ccrp = I-OKI6.SS i'sF= Ib.s p5F ( 7 -os 7-'j Q„ loo' - hd = 2•y' (S7 -o5- FIG -7-g) LEE- J Rlb 11,1= z.y' +- co UTl ot.S WINDWFtM War 4 I. : o7S-x ?At= I.6' (.L loot) -- 10,,--.9 .12. 1'd 'Yhd = (o.L3'p +ly)x2.q'=39 `PSF t is vdF t w SRO r » IDS' -O" MAGNUSSON 111 KLEMENCIC ASSOCIAUS i 3.3 LOBBY ROOF FRAMING DESIGN 3.3.2 LOBBY ROOF FRAMING DESIGN This section includes the design of the lobby roof framing. The design is performed in RAM Structural System. The lobby framing is designed assuming non -composite action between the steel framing and slab on metal deck. The following information is included: • Description of the RAM Structural System model • Summary of the model results Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 103 RAM RAM Steel v l 3.0 Magnusson Klemencic Associates DataBase: 10 08 _ 07 _Lobby Building Code: IBC Floor Map 08/10/10 23 Steel Code: AISC360-05 104 Floor Type: Roof • RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC Floor Map Page 2/2 08/10/10 23:31:17 Steel Code: AISC360-05 LRFD Decks: Deck Type Orientation ASC 3W <-7 94.00 degrees Nog- cprilivrl ItortM 105 RAM RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC Floor Map 08/10/10 23:11167 Steel Code: AISC360-05Plb Floor Type: Roof 106 • Fil RAM RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 1 0_08_07_Lobby Building Code: IBC Floor Map, Page 2/2 08/10/10 23:31:17 Steel Code: A1SC360-05 LRFD Surface Loads Label DL CDL LL Reduction CLL Mass DL psf psfpsf Type psf psf Roof -Mechanical 20.0 20.0 125.0 Roof 20.0 0.0 107 RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC Floor Map 08/10/10 23:7 Steel Code: AISC360-05 Floor Type: Roof 108 40, • RAM Steel v13.0 MaRAMgnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC Floor Map Page 2/2 08/10/10 23:31:17 Steel Code: AISC360-05 LRFD Snow Loads r Label Type Magnitude Magnitude Magnitude 1 2 3 psf psf psf Snow Constant 16.500 Snow Drift Drift 16.500 55.500 55.500 109 RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC Floor Map 08/10/10 23• 7 Steel Code: AISC360-05 Floor Type: Roof 110 W18x35 W14x22 W14x38 • 11] Gravity Column Design RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC c 08/10/10 230 Steel Code: AISC360-05 Story level Roof, Column Line O.00ft-47.04ft Fy (ksi) = 42.00 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: 112 Column Size = HSS6.000X0.375 Lu (ft) K Braced Against Joint Translation Column Eccentricity (in) Top Bottom CONTROLLING COLUMN LOADS - Load Case 1: Axial (kip) Moments Top Mx (kip -ft) My (kip -ft) Bot Mx (kip -ft) My (kip -ft) Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0 Pu (kip) = 37.63 Mux (kip -ft) = 0.00 Muy (kip -ft) = 0.00 R.m Cbx Cmx Pex (kip) Blx 1.00 1.00 1.00 200.82 1.23 INTERACTION EQUATION Pu/0.90*Pn = 0.276 Eq H 1-1 a: 0.276 + 0.000 + 0.000 = 0.276 .5LL + 1.6RF) 0.90*Pn (kip) 0.90*Mnx (kip -ft) = 0.90*Mny (kip -ft) = X -Axis 15.67 1 Yes 0.00 0.00 Dead 24.48 0.00 0.00 0.00 0.00 Cmy Pey (kip) Bly Y -Axis 15.67 1 Yes 0.00 0.00 Live 0.00 0.00 0.00 0.00 0.00 136.20 35.28 35.28 1.00 200.82 1.23 Roof 5.16 0.00 0.00 0.00 0.00 • • • Gravity Column Design RAM Steel v13.0 Magnusson Klemencic Associates DataBase:.10_08_07_Lobby Building Code: IBC 08/10/10 23:34:36 Steel Code: AISC360-05 LRFD Story level Roof, Column Line 23.68ft-48.82ft Fy (ksi) = 42.00 Column Size = HSS6.000X0.375 Orientation (deg.) = 0.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 15.67 15.67 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kip) 20.31 0.00 5.67 Moments Top Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kip) = 33.45 0.90*Pn (kip) = 136.20 Mux (kip -ft) = 0.00 0.90*Mnx (kip -ft) = 35.28 Muy (kip -ft) = 0.00 0.90*Mny (kip -ft) = 35.28 Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 200.82 Pey (kip) = 200.82 Blx = 1.20 Bly = 1.20 INTERACTION EQUATION Pu/0.90*Pn = 0.246 Eq Hl -la: 0.246 + 0.000 + 0.000 = 0.246 113 Gravity Column Design RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC G3 08/10/10 23* Steel Code: AISC360-05 Story level Roof, Column Line 2.35ft-15.49ft Fy (ksi) = 50.00 Orientation (deg.) = 94.0 INPUT DESIGN PARAMETERS: 114 Column Size = W8X24 X -Axis Y -Axis Lu (ft) 15.67 15.67 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 0.00 0.00 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kip) 13.41 0.00 4.18 Moments Top Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + OSLL + 1.6R1F') Pu (kip) = 22.78 0.90*Pn (kip) = 116.97 Mux (kip -ft) = 0.00 0.90*Mnx (kip -ft) = 62.77 Muy (kip -ft) = 0.00 0.90*Mny (kip -ft) = 32.14 Rm = 1.00 Cbx = 1.00 Cmx = 1.00 Cmy = 1.00 Pex (kip) = 669.68 Pey (kip) = 148.19 B1x = 1.04 Bly = 1.18 INTERACTION EQUATION Pu/0.90*Pn = 0.195 Eq H 1-1 b: 0.097 + 0.000 + 0.000 = 0.097 •) • RAN Gravity Column Design RAM Steel v13.0 Magnusson Klemencic Associates DataBase: 10_08_07_Lobby Building Code: IBC G'-1 08/10/10 23:34:51 Steel Code: AISC360-05 LRFD Story level Roof, Column Line 11.92ft-15.47ft Fy (ksi) = 50.00 Column Size = W8X24 Orientation (deg.) = 66.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 15.67 15.67 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 6.47 5.75 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 8: Dead Live Roof Axial (kip) 7.44 0.00 1.55 Moments Top Mx (kip -ft) 1.33 0.00 0.40 My (kip -ft) -1.11 0.00 -0.39 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + OSLL + 1.6RF) Pu (kip) = 11.41 0.90*Pn (kip) _ Mux (kip -ft) = 2.23 0.90*Mnx (kip -ft) = Muy (kip -ft) = 1.95 0.90*Mny (kip -ft) = 116.97 86.63 32.14 Rm = 1.00 Cbx = 1.67 Cmx = 0.60 Cmy = 0.60 Pex (kip) = 669.68 Pey (kip) = 148.19 Bix = 1.00 Bly = 1.00 INTERACTION EQUATION Pu/0.90*Pn = 0.098 Eq Hl -lb: 0.049 + 0.026 + 0.061 = 0.135 115 MAGNUSSON I KLEMENCIC ASSOCIATES • 3 3 LOBBY ROOF FRAMING DESIGN 33.3 LOBBY ROOF PLAN The section includes the lobby roof plan showing framing sizes. Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 116 o N_ MAGNUSSON KLEMENCIC ASSOCIATES - ■ 3 4 GALLERY SHUTTLE PAD DESIGN 3.4.1 GALLERY SHUTTLE PAD DESIGN CRITERIA The shuttle pad area is a structured slab on grade. In the case of liquefaction during a seismic event, the soil is supported entirely by piles with deflections limited by serviceability criteria. The shuttle pad is designed as a slab supported by piles only, and considers various loading scenarios, including various shuttle positions as it is being moved into the gallery. In summary, the shuttle pad is a 10" thick slab supported by 36"x36" beams at 16" diameter piles. A thickened 15" strip is provided at the shuttle pad perimeter. The pad is assumed to support 5'-0" tributary width of adjacent slab on grade. This section includes diagrams showing the assumed loads at the pad perimeter. The shuttle is assumed to have a weight of 160 kips. The shuttle front tires, analyzed as a single point Toad, are assumed to take 25% of the total shuttle weight, or 40 kips. The two sets of shuttle rear tires, analyzed as two point loads, are assumed to take the remainder of the shuttle weight, or 60 kips each. Load cases consider the tire point Toads at various positions during its entry into the gallery. This section includes diagrams showing the assumed shuttle loading conditions. In summary, load combinations consider the front tire upon shuttle first entry, front tire directly over grade beam, front tire at slab bay midspan, and front tire at slab bay midspan and rear tires simultaneously loading the pad. As the shuttle is moving onto the pad, it has been assumed that only the perimeter pad loads will act simultaneously. An additional Toad combination considers the shuttle in its final position, with a live Toad acting beyond restricted areas. Additional load combinations consider perimeter loading with either 100 psf or 150 psf live loads applied to the entire pad area, with no shuttle on the pad. Serviceability criteria include L/240 deflections for D+L cracked nonlinear analysis. Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 118 Design Sheet PROJECT t� O � ark- 1_ 1 LOCATION CLIENT MAGNUSSON KLEMENCIC 1 ASSOCIATES ■ Structural + Civil Engineers SHEET DAZE 4 I 0 BYE IV) c0 AT PT-, 't(P (2: - vel lb6) , 10 I' y 1 D- J L T(P akar_ 1'uocthNGr 'Marc_ Ptc p►E tri6rGr .S' gt•tc- -tr-eTc; v = e -o' P1(- hre e '� G S Ge- >s� ar, � r t cw-riart- sem- nS sha kwo s m\iv-oRt,D( xaNT Te.Wb i�PU11b - 92Ci M\ wfx m)c,r,() f5fYI w ►t714 Mfg w«T1k SL, 7 (2-,l C€ OP,IT fof. 1O` st. - 1've i 5 V S E.ic$ A-` cup ? aM 1711.L . F.PCO t°' 111-- jr4 Gt4 + 4-` V vJ IDE vC.t + I(;47P11,e+ 1Lto u u 4 Ito 4 PILE/ + 4vOk /Z TILtS Z fa) 42: WIDE (YIN. k`s I r'44 = 0 001 '/ 1 DW X 12 ' = 0.1A Ev ,rs` t f - P<S, n = 6.001 15 x ! 2` = 0, 3 � ;tl► / f. • • • 10_0723 Thickened Slab Orthogonal Thickened Panels 8 Slab Springs_v12 8/5/2010 5:21 PM • cP' y>a,F• viT • 5-0" -11-up roe-- Pc eSkt44T 504-: `PL 367 5 rLU ` — L L F 50o r& F • LW LoPct• kr 4 I°I` FOOT ,- yd • ,_ I.yd+ I•(sl. Fvt- SII - U } l_ (,akTI i CAME itmita> 1.,,;,,-P. LL".St4f i . ! i — l _ + i - + + + --- - — - - ?Tx_ =• 'P5 k IP 3 1 - QM. 9a -F• WT rer Slfla M= •315 WF LL- • 5 W� SAFE 12.1.1 Plan View Kip, in, F 120 10_0723 Thickened Slab Orthogonal Thickened Panels 8 Slab Springs_v12 8/5/2010 5:21 PM 14-T4 2_ I 916 sluez • We? -�`T Pttot rr 5oy- , = 7715 rt,F LI,- 500 rix tiotth 4 4" _t Wico Li-- . 5 W F i I i { - j I I - — - i l I + 4 l I I . l i a I + I - ; e — fI �1 Dc.= .315 UP �-�- - • 5 kIF DL _ .31 S 1g4F Lt.= - 5 if* SAFE 12.11 121 Plan View Kip, in, F 10_0723 Thickened Slab Orthogonal Thickened Panels 8 Slab Springs_v12 8/5/2010 5:21 PM kLt s(vwr}' 5VG sk + 4 6 - 1 �c...3-rs tor :.- SAFE 12.1.1 Plan View Kip, in, F 122 10_0723 Thickened Slab Orthogonal Thickened Panels 8 Slab Springs_v12 N l."t t' 4 lc,4(,4kt - 5'40' vo- ktlittio4 sccr -- I • -_ ..,j - I + t i + + I I r • loo 8/5/2010 5:21 PM 40 DL = •=115 WF .5 kW SAFE 12.1.1 123 Plan View Kip, in, F • • 10_0723 Thickened Slab Orthogonal Thickened Panels 8 Slab Springs_v12 8/5/2010 5:21 PM I(I-T kin>1 I Ski& iinak • t.tc6 5 • v41" • o' -MI5 Fat- kt. -f r✓-oo rt,r frr 5t.kti +k- w� k"1* Woo- f � I�rr uvE tom._ telo4 oro pc • f� ,D 10DrCe LLy .5 14 J f •arF kAt tf- LLL Itbw 15 ID* 10Y- 10' 316 le* �-�-_ • 5 V.-IV- SAFE .-IF SAFE 12.1-1 Plan View Kip, in, F 124 MAGNUSSON 1 KLEMENCIC _�_ ASSOCiAIES ■ 3.4 GALLERY SHUTTLE PAD DESIGN 3.4.2 GALLERY SHUTTLE PAD ANALYSIS AND DESIGN This section includes SAFE v12 analysis results for the shuttle pad, as well as design and detailing for the shuttle pad. Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 125 .? 126 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range 8/13/2010 12:54 AM "pi { I i SLAB10 + 42x 1 .SAB' 1 I i PILE S — fpuc i PILE + + 3636 + I I i I i PILE — — I 1 'PILE 1 + 36x36 t + I i I i I i ;PILE -- SV+bID — I PILE SLAB10 + 36x36 I SLAE I i I I { 1PILE 1'. , PILE + 36436_;PILE I I i I I I SAFE 12.1.1 Plan View Kip, in, F •) • • 10_0723 Thickened Slab Orthogonal Uniform Thickness 8/10/2010 11:31 PM Ib' 4 PEI I T`�P 0- q" tL' I-°3' w�100 ps; LL AlkL -17-v WI 15° r5r I I I ,rfl SLAB10 VP, • 74-1— L 1.35 �4 btL-= �' s/uvI�L 1.4b' ��15o1'sFL-- I _24x1fi 1 24x36 SLAB10 24x36 -1� PILE PILE (PILE = 0.53" T(P i w► stix rrL.e- — 1"-t 2ara rPILE !s 4 DtL !t 1'or� i6i-0' 1,},-0' Iv 1.02" P' SAFE 12.1.1 Beam Probehlies 0-(Q. 1QD- 44 VD YrX Kip, in, F 127 Project: MOF Space Shuttle Gallery Date: 8/12/2010 Engineer: AGM Pile Service Axial Loads at Shuttle Pad Node SRVC_EL_ final Service Load Combination SRVCELwo-100 SRVCELwo-150 1 13.347 14.03 14.927 2 24.697 24.939 27.16 66 79.262 81.523 93.12 67 124.301 172.035 198.214 78 124.431 172.688 198.953 121 179.593 172.869 196.94 122 127.565 119.313 136.395 123 187.589 160.001 184.131 124 184.32 157.206 180.97 125 137.268 171.248 198.677 126 136.404 171.191 198.613 127 163.373 155.333 174.056 128 163.382 155.331 174.054 Max Reaction = 187.589 172.869 198.953 Notes: 1. Service load combinations are designed as follows: a. b. c. SRVC_EL_ final includes the shuttle live Toad in the expected final position, with a live load of 100 psf applied beyond the extent of the shuttle, and with adjacent slob on grade tributary dead and live loading applied at (3) sides of the shuttle pad perimeter. SRVC_EL_wo-100 considers the adjacent slab on grade tributary dead and live loading applied of (3) sides of the shuttle pad perimeter. A 100 psf live Toad is applied over the entire shuttle pod areo. SRVC_EL_wo-150 considers the adjacent slab on grade tributary dead and live loading applied at (3) sides of the shuttle pad perimeter. A 150 psf live Iood is applied over the entire shuttle pod area. All three elastic service load combinations consider structure self -weight. 1 2 8:\MusFlightSpace\Engineers\AGM\Central Thickened Slab\10_0812 Pile Reactions.xls • • 0, 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range • C Tic0. PON? -rf 11 z\t,T 13 C\ Lt o ) �I U— mo4-1A111.E Prr 1�L7 LO(ot-t I *ATTI ANT m 8/11/2010 3:55 PM 711r 0.60 l a 1777-" A5016.644_, (.4'0.45 ! 1_ -I--] •I SAFE 12.1.1 2 Tir UNO II j'• I 1 _ I I 5+ (AT f•- 0.30 ?�► o°tp.15 A = o.11": / 0.00 -0.15 1130 < -0.30 -0.45 -0.60 0.5E; _ �OviiL -0.75 0.50- _— • -0.90 n T7Fr{ PA -1.05 A - I-W=1433z stturrtz 4" -1.20 --I I I stvAtt, o.534 = 111501 L TTS Q ic. Olt" -1.35 Deformed Shape - Displacements (SRVC_CR_LT-4) [in] Kip, in, F 129 ;17- W 0 1 _ �I t • ; It • I.' ►. It. 1' - ---_----- - ----- , -- 9. CO,C INF -.L'r____-- Al GPNG 11 ' I! ' i I'! r" -,i r TI j! !II !'1 'ti.,. :It !I; '.1_1, F • 1' 1 IS A 10- INCH -THICK REINFORCED FLAT SLAB I -_-- HERWISE. SEE THE TYPICAL CONCRETE SLAB L--- -__--z_-, - — 2 4-i--1-1- =_ --- T S4.XX. SLAB REINFORCING BARS SHALL BE _____-,.11--1-4,=;_-_-_-:_-_-_---_-..7:=7--4----C! I-`. _ =-- 1 Z' 1 !OLLOWING SEQUENCE al PC4 t15-972'1 PCA !T5.9471 PILES, 1YP GS DRAWING SYMBOLS, GENERAL NOTES AILS AND SCHEDULES DETAILS CTIONS AND DETAILS ELEVATION 15 17'-9'/1". TOP OF SLAB ON GRADE NCE ELEVATION UNLESS NOTED OTHERWISE. 5 6 INCHES THICK, UNLESS NOTED OTHERWISE L BE PLACED ATOP C(11PACTED STRUCTURAL WITH THE GEOTECHNICAL REPORT. SLAB SHALL BE PLACED IN THE FOLLOWING SEOGENCE: N -S BARS (E1 CONE WALLS, TYP ill III ' 1CP OF PILE CAP ELEVATION. ALL FOOTINGS ISTIA1BED SUBGRADE IN ACCORDANCE WITH REPORT, UNLESS NOTED OTHERWISE. RECESS F. TES 8011061 OF EXISTING F00TING ELEVATION. ;it."- WALK -OFF L VERIFY ELEVATIONS OF EXISTING FOOTINGS NGS ARE PLACED ADJACENT. _ - - NGS FOR SIDEWALKS, PAVING, AND SITE - - HSS4;2a - DING EXTERIOR UNLESS NOTED OTHERWISE ' (EI PILE CAP B GRADE BM FOUNDATIONS MOFS201.dpn 8/12/20101258:23 PM 1 7z —7 — ONSTRUCT ION MOMENTS FOR SIZE, EXTENT, CONCRETE CURBS, HOUSEKEEPING PADS, MI WALLS, BOLLARDS, EDGE ANGLES, AND SLAB REINFORCE PER TYPICAL DETAILS. BRACED FRAME FOR THE SLRS. SEE 5303 - 5310 AND DETAILS. 12•-6'/j 4 ICS Z _ E 000 I_ Z ` E Z3 • 2 a A LU ss8 c� L = c a" °C2I Fn Q PARTNERSHIP o) m LEI o E e 0 go • 2: atk IA ads 3 a+sm w..r Lr..rip nr LEVEL 1 /LAN rower No Da ep . D.r Dom by !WY arcked by GED S-201 131 • • • 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range 8/12/2010 2:07 PM SAFE 12.1.1 Strip Moment Diagram - (ULTfinal) [kip -ft] Kip, in, F 133 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range 8/12/2010 12:52 PM ID) SAFE 1$It3tl Strip Design - Layer B - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ftrip, in, F . 134 7 • --a--- •,. II II I 1.4 i 89 i AI a�illl 1 i c - II � i 14 9 124 8' I` 123 1 �7s I • 5 .78 67 • I 1 Int ~ et a 5 126 125 • 1 L � t , 1 j +1 5 12 127 1 to n II-_ 76 _ 1 a :, SAFE 1$It3tl Strip Design - Layer B - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/ftrip, in, F . 134 • • • 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range 8/12/2010 1:19 PM 29 7 ----I------------�— I (7 93 I I it58 iib' I 0.0-}4 — — 11. .2E1 5 31 83 1.121 2 ,14 limo ,, a01 ;�6e {z 107 1 + /12 + 2 10 0.3 15 I 1124 80 79 123 16 1.0{4 1 \jilh)..1 ( 7: 109 I +6 I +3 I I 11 5; I I 78 I— I I 67 . 0.0 47 . 11,58 X030: 1' 1 I 54 I 11 10.391 59 (N'\ 0.2 I I 1126 I-7-08! I I 1125 .08! 60 .01141 1 0.0 58 1 ( 064 70 i i 71 i 05 1128 I 7 (127 0E ). 8 I 0 174 I 8 131 1 L 17 ,3 Fel 01•1� n 1 �l�n 15 0 8 0 2 2 9 SAFE 1SI9b1Strip Design - Layer A - Bottom Reinforcement Intensity (Enveloping Flexural) [in2/f1Sip, in, F 135 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range 8/12/2010 1:20 PM SAFE 12.$lhb Strip Design - Layer B - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Kip, in, F 136 • •, •4 10_0723 Thickened Slab Orthogonal Uniform Thickness Shuttle Range 8/12/2010 1:20 PM 1 17 93 11 F.1 I 1 1 1 - � +3 � Tom-��� 11 I I i V_ --r----1" 67 ---"f Si � I 11 I � I I I pc I 1 —771 _.1.'. �" ac t a 1 y. • 76 —.Noltkiiiiifei '. - SAFE 12341b Strip Design - Layer A - Top Reinforcement Intensity (Enveloping Flexural) [in2/ft] Kip, in, F 137 Flat Slab Shear Reinforcement Design - Interior Column 138 b H g Slab on Grade at Shuttle 0 0 0 0 TZ OL F 0 FW 2 0 u q U C C C C C L C L C L c C C G G Dna no, nnnca n n fryV own n (11 n J 3 J J J n n n n A u''''' 1`w A pp t..! Of n n 0 0 22 n • n U n a, Ann Jal CAI deet Q -da --is/ ROOn1 ;Ta n; v; Ne z> z RR $ • • n • i g a 00 Y u E. C c 8.. NN 2n$ 0 n n 233 c c c w n n 0 x Z C c -m n� anon 21 8 2m< a vi .n i i4 n% 0 0 0 0 0 ■ n 3 V>io I Y Y Y • 0 0 '22 c C c C II 0 n n 8t—c"3 3c cc 88 0 d0 n n n -FLL e • Central Structured Slab (_ 11 II II Crlt sect @ dl2 beyond studs C c c C C C C C C C C C aa —a—a-, 0 000 n r `". a00 rn O a0 V 01 N N— .6.6."'i N 1')N9 IO IO N N n n n(( n(( u u n J J J J J u n n ID W .0 II n n u J. 2 Q WI 171 0. Qui CrIt Sect @ dl2 wl Relnf 6 Q; pi O O N N > > > �? AA a0 n u II • yo i Vl 0 z Critic& Section @ Outer Studs CrIt Sect © d/2 from col ' C C C C C C C C ^mm 010 a0 00 00 aIh a7 m m 0O 01 O> 07 0/ n u u n n n l n u 2i2". aVX>. };X} 6 Oai ) a'i I p O .• O O 0) Q O m O O N 10 �- O l0 m Z ,N,& uq 11 n n u n o n C C C T Dr - 139 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ 1 Structural + Civil Engineers PROIECi MQF _ 97J E li -Y I0(AIION CLIENT SHEET BATE BY • ivy tv tae 4-v stAb of.( &Ate 3u (Lk i 4'-o" Ar sits D SUS Parrots WkiJF AT rrhG� � C4 -4t6 PM Tot Re0 F (4) # (o irT *Cala. (4) tc-T s W o" @ fz-" ceKTree- o 4- GFR nE tek PL - e 1'c b --y a0 _„) 4vievt,rw34-r • c7 1) N J H W 0 5 1 to N N M C Aug 13, 2010 at 12:49 AM 10_0810 Grade Beams Central Slab.r3d 14: x toto 1a w -- i L 1 v 0) Aug 13, 2010 at 12:49 AM • 0 0 X r ;7 >I0 M 0 0 5 Z >U Aug 13, 2010 at 12:50 AM 10_0810 Grade Beams Central Slab.r3d 143 M M X 144 P.I MI z W U CD M CO 5 t- o c0 � i o O 2 • u c U cq - m Z5 N -1g E ea CZ 2 Aug 13, 2010 at 12:50 AM 10_0810 Grade Beams Central S • 10 C7 aD 1 • • 1• 1 ■•.■ ■M.■ ■.E■ ■O.■ MOON MOON MEMO ■EM■ MEMO ■OM■ MOO OM •O■ MOM E1■ 11 •22■ •■ • I • • En N111O ■O■ OMNI ■EI 1111 SNOW Mui ■EW■ MEOW MEOW v) co I 'O W.•••• •• ■ 11 1 • 1 1 • ■■ OS ■■ MN 1011 MO OM ■■ ■O■ MOM MOM ORE ■O■ 111 ■ ■O■ ■M■ �1NU 5.1 NM■ mum MOM 1111 ■1■ OnO ■O■ ■■ ■• ■■ 22 •■ 1• OM ■■ ■ •1 • • • • • C7 0) CO 1 (0 t0 Aug 13, 2010 at 12:50 AM 10_0810 Grade Beams Central Slab.r3d 14 Design Sheet MAGNUSSON KLEMENC1C ASSOCIATES ■ _ Structural + Civil Engineers r SHEE1 PROJECT rn b* •SPPCbC Shicr- &v'-c{ "7 10(AJION WENTDATE II 10 BY KW ry 0—IP—PA? 4') 11 -''VV{"r Iyr 1\_ _rt_,� Z 1w� - (5) k ¶ GOP T BOrroM `F� ?ft- t'Vl1ebT al J K IZ fl �. it A ',IS Q 3" (lo) # 1 / }.�$-� -ncs mt"i-, TO` -E— xre «, V 14 x 0 e 3" ,'. .- - It e li 111-t �_ t -C\'\ 5'-0" 2"G� 5' DY 114k)(721,' ! yu _ 41, --s11P — cd) *1 Y C.a•T -T 44 f r ; !,J Y \-- (3)11x COST banal\ i (9) tk °I l •n ort Fh, , J13o-r,rori / Z `n E , 4 41 �f, @ le " j 4.r]eiZ1 t <AA',Del -t0nx� e Flit 24' )(No V 2 l 16 MAGNUSSON KLEMENCIC ASSOCIATES ■ 3 5 SLAB ON GRADE 33.1 SLAB ON GRADE DESIGN This section includes the design of slab on grade. The slob on grade has been designed as a beam on elastic foundation. Bearing connections to the adjacent pile -supported structure have been provided to reduce the effects of liquefaction on slab on grade. No lateral restraint for the slab on grade has been provided at these connections, so that the potential settlement of the slab were liquefaction to occur would not create additional lateral loading on the piles. Structural Calculations Gravity Design Museum of Flight Space Shuttle Gallery, Seattle, Washington 147 Slab on Grade / Built Up Slab Design Tool Project Name: Engineer Slab Mark: :..,'ii`: , .._ Date: Select Subgrade Type: a Sou 1 User Specified Allowable Bearing Pressure: Subgrade Modulus: r Polystyrene: l ASTM D6817 EPS39 (15psi @ 1%) Min Compressive Resistance © 1%: Min Compressive Resistance @ 10%: Elastic Modulus: Polystyrene Depth: Subgrade Modulus: ksf PG 15 psi 40 psi 1,500 psi -' in 62.50 pci v1.2 !- MAGNUSSON KLEMENCIC •s. oCIATrl Slab on Grade 1 Topping Slab: h= Min Reinf = in 0.1296 in2lt • Minimum Reinforcement Spacing: #4@ 18.5 in EW #5 @ 24.0 in EW Uniform Loading: „bt.= %LL= Pst Ps1 Cisvolposs = Qallowable = DCR = 1.60 psi 17.4 psi 0.09 OK Concentrated Loading: Pa = .i k PLL= b = in = =... Psi r 0.75 in deep saw -cut joint within 51 in of Toad a 2 in deep saw -cut joint within 51 in of Toad r Saw -cut joint clear of load by 51 in Slab on Grade f Topping Slab Bending: Bar Size = 14 A Spacing = in Cover = in M,,, = 0.43 k-ft/ft OM,,, = 0.46 k-ft/It DCR = 0.93 OK M.. = -0.10 k -Mt 0M„ _ -1-89 k-fVR DCR = 0.05 OK Main Conc Controls Slab on Grade / Topping Slab Slab Punching: V„= 3.94 k ,Vc Uses qVc = 12.58 k Plain Conc DCR = 0.313 OK Subgrade Bearing: _ Qarogross = Ci DCR = 0.010 in 1.01 psi 17 psi 0.06 OK Pu = 4 k b=4.5in 1 mom .❖.•.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖ Subgrade k = 50 pci c = 3 in h = 6 in 0.500 0-400 - c 0.300 E 0 T. 0.200 0.100 5 x 0.000 -0.100 -180 -130 v x A 1 20 4 0.0100 Mu(x) 4+Mn+ --^--^^mMn- — 0.0080 w(x) 0.0060 0.0040 0.0020 0.0000 120 170 22C -0.0020 Distance from Load Centerline (in) w(x): Service Deflection (in) wi i4 e , tT 2.5 k 04121- 4.51'x4.6• Ir -EA (IV) K►) 148 • • Slab on Grade / Built -Up Slab Design Tool Project Name: Engineer: Slab Mark: Date: Select Subgrade Type: ✓ Soli / User Specified Allowable Bearing Pressure: Subgrade Modulus: ✓ Polystyrene: I ASTM D6817 EPS39 (15psi @ 1%) Min Compressive Resistance @ 1%: Min Compressive Resistance @ 10%: Elastic Modulus: Polystyrene Depth: Subgrade Modulus: ksf pci 15 psi 40 psi 1,500 psi in 62.50 pci v1.2 1 MAGNUSSON KLEMENCIC $5OC•E Slab on Grade /Topping Slab: Minimum Reinforcement Spacing: h = ; .. in #4 @ 18.5 in EW Min Reinf = 0.1296 in2ift #5 @ 24.0 in EW Uniform Loading: wu= Psf Psf 1.60 psi 17.4 psi 0.09 OK Concentrated Loading: Pc( = k =?? b = in Psi r 0.75 in deep saw -cut joint within 51 in of toad a 2 in deep saw -cut joint within 51 in of load r Saw -cut joint clear of load by 51 in Slab on Grade l Topping Stab Bending: Bar Size = 14 Spacing = in Cover = in • = 0.43 k-ftlit • = 0.46 k-ft/ft DCR = 0.93 OK Mw = -0.10 k-ft/ft mMn = -2.79 k-f/t DCR = 0.04 OK Plain Conc Controls Slab on Grade 1 Topping Slab Slab Punching: V,= 3.94 k mVc uses ipVo= 12.58 k Plain Conc DCR = 0.313 OK Subgrade Bearing: 4K= Qawgnus = CiaOowabb = DCR = 0.010 in 1.01 psi 17 psi 0.06 OK 0.500 0. a E ▪ 0.300 0 m 0200 0 E 5 0.100 0.000 -0.100 t .❖.❖.❖.❖.•.'.❖.❖.❖.❖.❖.❖.••❖.•.;❖.❖.•.�.❖ .❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.❖.O❖.❖.❖.❖ Distance from Load Centerline (in) 0.0100 0.0080 0.0060 0.0040 0.0020 0.0000 -0.0020 c w(x)c Service D -Scale Plot _I W i }} 4 e (�` r onaNtP i` fAPcfl '1-• V- Ove- Giv y4 c� 1 Chi) F40 149 Design Sheet PRalE(1 MO. C,fM VIVO/ MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEE1 OCATION CLIENT DAIS ,Suzuuruteb sl4 tki al -lb (o (L1b) V` 6014, S 1/DPDS S1x- Ihr SvJ = rl5 CD Pr-- 11 I BY tchfYyl -0 ,4= 1.2 (SDL + sw) + 1-(p( al) - ?.(v?? X76 MN _ -Wu * (�j-0'')2, 0.2108L1C/ v- (5''-• /� = 0.9)4 v- \jh ) (5 D/2 S1 2Nr-vet 1' E T P ions,-tG i 4 e [z" Ev.1 = 0. b5 -r, a b 01-1 �' , * (y-0)/0, - ° vi krn " k4 Cd a/2) (0.t6* -4 *12') _ o ao > o -0o5 0.9 A 0-U) ►n' it COD ,i C(0"- 0.`15°_-Q.611/2 — 02-1'1/2) 51-4 - 4.9* x-{1.71, ' 0.54 kAtif, 0.21 & - Fbic-7}0t\i !T L Vk = o- (,i k/ 0.1y 44,11 0.15* Ac r -HA (00 E -s} X 0-(0 0.0 k / AYid = 0.075 Ms 0.20 i„' is = 0.67-5 i�'��•� s = qtr reivurrA i'KoVIDE it4 e NII-\. 1 5 C Design Sheet • e)PROJECT U MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers SHEET LOCATION CLIENT WR -a - off 4111-1 to" (-r[) JE?I DATE 170 D B"Atm, 1 iv-rlcNs -cM poor LAA -1 bt =. 15 P6. ti' D L = l5 r5F 0'4 4- 9110)/(4' (;+ lo) - 44o. 3 ftF LL - 11-0PsF I,JL - 40 Psf (1- tar-(1-Io0/(-4.-to4+1'-l0) = 123.5 f(.F CUIPolNi(r/ b-XTillc fieRk'nEtatlr ---b-ervl�7pe_ 1. r LoPt DL - \N I - Htil i l kf = 12' o` kr ' e.s-TI NL -I= �DL = 1 X I2..-0' ISO I Sl/k92 (097 C2fU - WT ►lisvin � Trk'i s(.ftf2 1� jf2 150 r - 100 T� 9Ap tri\?0,..:w 17O: CCAI- 5 r r UVE= 100 MF -1/01>L = j05 PsF 4 (4.5'+ 1.6')/a- = 9)15 rt,F f t&fl1P'i1ct-IS - 1140\-(x. -Ger rn Yatr--,W W i -n-1 ( cE Zt - s (STIe-LAG-RAeb ak16 1IDE 12" WIPE C -4E FIs F T Sg 'Pt�G► rt i- / OfTED c IL@NWL. ti * 1Ahw (4(1' - 22 PEA + Irt,F) + I. tv Y- (1/3 5 r.f) = 0.47 kl f 1nlua < I.2 * (4(.3 rix + M t1 E + 315 1'Lv) 1 L - (121), 51'1,f + Of) Pt,E=) = I -2i1-11 klf 151 Design Sheet PR01E(1 Dr `TSIA-A-rrue l -2 ( SHEET MAGNUSSON KLEMENC1C ASSOCIATES ■ Structural + Civil Engineers 100110NGAM V4P(1� OFF Yv1Pcr SOrb ON -1>; - v4rr( sf-kt7 LDfrDs = -b = l05 fF L = lcO P 105 esr * 1.2 + 1(0 tv..F 1.0 = O. L1 / 131tawl 'e i (ti � ��-a)" Q, ,(54,, ,-153 orf 15'4 1.5 1.5)- DA1 E • BY f� 3 Mw= 1-1k Wbe CidOIC 13 "1:9_2212,--- 1'4011lttJ. 0.'15 44x0,1 4. sl, 17- mak 6 • o.125 le_ {-41, vQ-4e 1C"o.L. (A 0.70 i -- \2`/� {�y - 0.133 ^'/ice ' D oD1'b*12_44,° - 0.67 f 0 -ice �� a b a. > D. 133 i' /f* 4. coo / 9- +M v, _ (a - wi) _ k �' (93,-o-+. I. 6,0Iry (Sb- D .121 /2. E77- 4 IL. -41 IV 152 c D. °I 4 0_ c03 *- (e- D. s5) /(9`.t01V/044 = 0_03(p 3 005 cr0-1 YV\v‘ 0.1 t I.615 - 115 0.35 4-15- 112 -641D -c: #4e,14� 15-0" 4' / 1 i/\ - — ——.—r�.�— 2- --- -- \ (_) j. I) ) BF / / / / / PC3 / (15-91/2") / / / / / / / / / / / #5 @ 12" BOT 45 @ 12" TOP 9/S54V b12"BOT 6" TOP RECESS FOR WALK -OFF MAT OT OP • i / 1_i / / / / / /(-) Ita PC2 (15'-9'/2") Wia„1n; M _ 1.dgn 8/13/2010 209:08 PM PC4 (15'-91/2") 16"0 PILES, TYP 153 154 zcv 17; Th 7 F 7.,•••• 4 • m/ r r .3' r1 Cd w ? 1 D— 0 ,c) 155 0 0 0 0 Z.+ 0 0 -- 0 O O O 0 0 O 0 Go 0 0 0 0 0 0 8 0 b3 u W J a O. 0 fi anoD w0170H auenao is (e'I-�alul 00 A 0 0 OD A O 7 1 ?1 sir aCO 3 c13 r ri s 0 .3 1 _ Check Deep Beam requirements of 10.7.1 and 11.7 �! TI ®SdrnnlLLS P# NOISN31 S# {Z) dO 113AV1 I Liawwns wawaaiojulaj :sa3.10.4 aaewpin Reinforced Concrete Beams (ACI 318-2005) 9ST LS P£r8 PFJ leW 40118M £1,80-01. Wd 69:C le 01.0Z '£6 6ny '8 PILO 3eW HO)IleM £L80 0 0 CI 6S 1 P£•11 PIJO 3eW ga)IIeM £ 00-01. Wd 99:£ le 060Z '£6 6ny D c tQ w [91 P£r9 PPO )ew uloIleM £l80 0l Wd 95:£ le 01.0Z '£6 6ny 00 n O N • co m0 m Er v C' m 3 N Om O. J 0 ui U S J W LO C Iq j J V) Aug 13, 2010 at 3:58 PM • M m 2 O _Y W • 0 0 J 0 Co j 0 J CO C j 0 0 J V) Aug 13, 2010 at 3:58 PM 10_0813 Walkoff Mat Grid B.r3d 1 63 N C E 0 2 W O 0 a E to 2 Aug 13, 2010 at 3:56 PM 10_0813 Walkoff Mat Grid B.r3d • `VIII ..... VISA •.... V.ON MIME .. IIA■ C.u. '7:CISM. 111 '111 \.■ I• '• '::. OMNI S1U IIIA C:. OM IN '7: A: VOLIN 111 :. 111.11 rr 1 Aug 13, 2010 at 3:57 PM 10_0813 Walkoff Mat Grid B.r3d 65 O O O O O O O O 8 1 166 Tension REINF r- r O O O O O O O a O 0 O O O O O O O c O 0. 888 0 0 0 0 z Strain Compatibility - Axial Force Equilibrium - Moment Capacity f Foment (1 -in) v r N v M N. co AC V e ti N r rn M 0.00 r. "kt ea .NO C. 0 ^ W ~y coE m O O et Ooo e1 D G.2 O O D fel O O O depth (in) 4 0 0 N .153;;.aaa;Q N 3 G. ... .r:•4_ V en N 0 0 0 Internal Axial Forces: O R 0o r en in D O O 0.90 Tension Controlled • eC 6. 6. b. O h en aaa as M Transverse Shear REINF O O z .0 0) 6 # or "Above" ep0 00 e •,a z " Z e. m a. co C y 1,- W 4. > h 1t < P: Vl ems.. 721 O Fe e .2 ✓ B 70 z 0 O • • 0 E Ye pC 7. e v v h oo .O oo O ' 0000 N N ,r.', m rn 7 N O 00 O N 0 0 3 e .c w 6 CQ X C1 N .p U c ..• ... .G C Q .U+ Q .t N m i a E 0 No Deflection Calculations Req'd .0 z 0. 0. Auto -Calculated 01 O 00 00el 00 00 0 C NV Ye~CYC Cracked Moment of Inertia Calculation 1 - y� Y— E O 0 O CO 0 o 0' --o 0 o 0 O, O; o o O as O+ V o0 .0 00 .0 0o v 'O O. Oa 4 p O v vl es 8 00 0 1-- o— O -• oo ei0 o O r el v 0.00 r el se' vs 'O so o — o a O. v o .0 CO VI 0 0 0 0 0 0 0 0 0.00 0.00 0 O 8 0 0 0 0 0 Beam o0000 0 O N O so �_ 0.00 0r0..-� O M— 4 -� Ybar /c (Area /c 1 „ Lm IA•Ybar/c e _5 c QM O C 0 ,�.. a bo g a .a ; m + •aa O g� ac ;:i c1 ca A O A O vD • . S 0 3 ,2 °> ' a s Deflections: C 0 00 ea O 00 C 70 70 Uncracked Ixx Calculation es co 8 0 0 0 ..... O O o 288 3456 p O N N i w d a >- .< 00 u a 167 168 MAGNUSSON KLEMENCIC ASSOCIATES 4.0 MISCELLANEOUS DESIGN 4.0.1 FIRE SEPARATION AT THE SPACE SHUTTLE GALLERY -904 INTERFACE This section includes the methodology and design behind the 3 -hour fire wall between the new space shuttle gallery and existing 904 building adjacent to it. Summary: The existing 9-04 building has exterior 8 -inch thick concrete walls. This wall will be used as the 3 -hour separation wall between the new and existing building. The modifications to the existing wall to develop a 3 -hour wall are as follows: • Windows in 3 -hour zones are to be infilled with 8 -inch concrete • The structural stability per Section 706.2 is provided by the interior and exterior walls ailing as buttresses from perpendicular walls in the event that all or some of the floor and roof framing are lost during a fire. The connections in these locations are being strengthened and protected with a 3 -hour concrete cover. • A 30 -inch parapet extension of 8 -inch concrete is being added to existing wall. • Structural Calculations Miscellaneous Design Museum of Flight Space Shuttle Gallery, Seattle, Washington • •.1 Design Sheet MAGNUSSON KLEMENCIC ASSOCIATES ■ Structural + Civil Engineers PRIMO Mu; SHEE1 10(ATION (IIENI DATE BY S$ 1sT; 1 1- 04 tat dh . - 3 RP-- Si-pA M-Lamar-� tr✓a�-� zo c vs�0 -r/'E c 9' D ¥ - 40;4, i S ST1a-) cry of Tta i Gv-- MazekST Goa CR-Tt- Fen.Tr}E r Trt--P--Zn R Af.tO z j % iEP-% oqa IN . T$ 1noi iS cw45772VC7- .0 OF /I/2" I'1gT . r -CIC ''1 LjT-cam\ ; o:-% .ST 5 . 77, Z' 2 l=Lcvvt ~in 60.4.%S s a,r Teo4 3 — F WA1-L caa Sr/L[lcrr'c- -' -rAPA.E. Tao. ►(2)) / ste•t£rac .2 i2,Ec/C v/ CQ'/c/417-c elf> C R TIE 2 WIimwS : A 3 -"It' -F-o,s c5 -CA) . T- `L o w I z t" Go.•� c��k-e , - sE4!;o,/ 706 , 2 _ s cru ca✓.�tzc� 1-A7 e✓'a( Sr/0 i �- w i /f $G Pro ✓ s O i l) iZ -es S' FE Q -p' o► co 1 "2 w A L L s . C s, �1v s t-l��S P i`�'" s') -- S r V(T'/.E,ti ' op4 aX. Aeorri NS wA1-4-Sleeo-c c-- ..t/ 3-142 3 •t PA -4410e-1- I /9D✓;PR /ow ER- gob /C . • g t l c 01 C ✓Lc e , ik/�a-? e� •-{o `tom t�O n -c-61 t p w pesk-APS' EX;ST H07/56 w -A -r t T4 (rz.) („et„ i aopsc * . S = Sets F- �� 169 170 F itt .1 .E 6115.. 'wau3naie On'ti0-6 '0018 NVId 'DNIW'ddJ a001J eU 1 r. is �� 4 ` ` --g.� s i a► a� z L ,114 I IQ r \1)---- .. 1 • P11 t Jaw 9r ■Jam^ CD •,4� o xl , .. eU 1 A • :1 l'b0-6 '0018 NVId ONMV8.1 M0013 ONZ • 1 S CA CVr Mt • r 8 B Y 8 71 172 A F 8 1 7 1 1 l b0-6 •00.19 NVId DNiwYad 300a • crs P ___sis. e-: • ur --", ~r 72. f 6 6'-6' 6 =6- b- 6.-6- • 8 8 8 8 8 _ 8 r m 'as x u 8 8 8 8 8 JVD o r li o ' xR 8 as _ (4'4) .-.Ln 13 610' so eol • w73o so s/n 8 8 8 a \ /it ` ML ,SI I -111 i N, 8 8 _ o i ' 8 SLOPE 8 8 SLOPE 8 rill NAG Y_ • ,/F'/,rt ,/F'/, II } x 8 8 V = 8p8 110 8 8 CF1. 8 g 8J� in 'Oki a i.,.- -~ 8 200 - s ri 6 8• AI , y, ,.o ,a' -o /Y 1of 1 : -0 ,/ 10 13V-0 ,/Y 8 8 8 a CFM 8 8 - 8 e 8 y -\ I► 1 '"$Igo 1► 1 P ___sis. e-: • FILE COPY Permit REVIEWED FOR CODE COMPLIANCE APPROVED OCT 2 2010 City OfTukwila BUILDING DIVISION Geotechnical Engineering Services Museum of Flight Space Shuttle Gallery Tukwila, Washington for Museum of Flight July 20, 2010 RECEIVED AUG 19 2010 PERMIT CENTER GEOENGINEERS� 8410 154th Avenue NE Redmond, Washington 425.861.6000 Deo -220 RECEIVED AUG 19 2010 PERMIT CENTER Geotechnical Engineering Services Museum of Flight Space Shuttle Gallery Tukwila, Washington File No. 8039-008-00 July 20, 2010 Prepared for: Museum of Flight 9404 East Marginal Way Seattle, Washington 98108 Attention: Ed Renouard Prepared by: GeoEngineers, Inc. 8410 1540 Avenue NE Redmond, Washington 98052 425.861.6000 Gly gado Nancy L. Tochkef, PE David A. Cook, LG, Senior Geotec nfcal Engineer Principal Bo Fadden, PE, LEG Principal NLT:JJM:nlu cc: Seneca Group (via email) Magnusson Klemencic Associates (via email) SRG Partnership Inc. (via email) Disclaimer. My electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Copydght® 2010 by GeoEngineers, Inc. All rights reserved. GEOENGINEERI Table of Contents INTRODUCTION 1 PROJECT DESCRIPTION 1 PREVIOUS STUDIES 2 FIELD EXPLORATIONS AND LABORATORY TESTING 2 Field Explorations 2 Soil Physical Properties Testing 2 Soil Chemical Analytical Testing 2 SITE CONDITIONS 4 Setting and Site Geology 4 Surface Conditions 4 Subsurface Conditions 4 Soil Conditions 4 Groundwater Conditions 5 CONCLUSIONS AND RECOMMENDATIONS 5 General 5 Earthquake Engineering 6 Regional Seismicity 6 2009 IBC Seismic Design Information 7 Liquefaction 8 Lateral Spreading 8 Surface Fault Rupture 9 Deep Foundations 9 General 9 Axial Capacity 9 Lateral Capacity 9 Pile Settlement 11 Preliminary Pile Drivability Analysis 11 Pile Load Testing 12 Construction Considerations 12 Shallow Foundation Support 13 Slab -On -Grade -Floors 13 General 13 Consolidation Settlement Considerations 14 Subgrade Preparation 15 Design Parameters 15 Drainage Considerations 16 Foundation/Slab Drain 16 Underslab Drain 16 Retaining Walls 16 Cast -in -Place Walls 16 Drainage 17 GEOENGINEERSQ July 20, 2010 Page i File No. 8039-008-00 Table of Contents (continued) Earthwork and Structural Fill 17 Excavation Considerations 17 Temporary Cut Slopes 18 Subgrade Preparation 18 Erosion and Sedimentation Control 19 Structural Fill 20 Utility Trenches 21 Pavement Recommendations 21 Subgrade Preparation 21 Asphalt Pavement 21 LIMITATIONS 22 REFERENCES 22 LIST OF TABLES Table 1. Space Shuttle Gallery Property LIST OF FIGURES Figure 1. Vicinity Map Figure 2. Site Plan Figure 3. Cross Section A -A' Figure 4. Deflection VS Depth, Fixed -Head Condition, Static Soil Profile Figure 5. Moment VS Depth, Fixed -Head Condition, Static Soil Profile Figure 6. Shear VS Depth, Fixed -Head Condition, Static Soil Profile Figure 7. Deflection VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 8. Moment VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 9. Shear VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 10. Deflection VS Depth, Free -Head Condition, Static Soil Profile Figure 11. Moment VS Depth, Free -Head Condition, Static Soil Profile Figure 12. Shear VS Depth, Free -Head Condition, Static Soil Profile Figure 13. Deflection VS Depth, Free -Head Condition, Liquified Soil Profile Figure 14. Moment VS Depth, Free -Head Condition, Liquified Soil Profile Figure 15. Shear VS Depth, Free -Head Condition, Liquified Soil Profile Figure 16. Deflection VS Depth, Fixed -Head Condition, Static Soil Profile Figure 17. Moment VS Depth, Fixed -Head Condition, Static Soil Profile Figure 18. Shear VS Depth, Fixed -Head Condition, Static Soil Profile Figure 19. Deflection VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 20. Moment VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 21. Shear VS Depth, Fixed -Head Condition, Liquified Soil Profile Figure 22. Deflection VS Depth, Free -Head Condition, Static Soil Profile Figure 23. Moment VS Depth, Free -Head Condition, Static Soil Profile Figure 24. Shear VS Depth, Free -Head Condition, Static Soil Profile Figure 25. Deflection VS Depth, Free -Head Condition, Liquified Soil Profile Page ii July 20, 2010 GeoEngineers, Inc. Flo No. 8039-008-00 Table of Contents (continued) Figure 26. Moment VS Depth, Free -Head Condition, Liquified Soil Profile Figure 27. Shear VS Depth, Free -Head Condition, Liquified Soil Profile APPENDICES Appendix A. Field Explorations Figure A-1 - Key to Exploration Logs Figure A-2 through A-5 - Log of Borings Figure A-6 - Cone Penetrometer Data Appendix B. Soil Physical Properties Testing for Geotechnical Engineering Purposes Figure B-1 - Atterberg Limits Test Results Figure 8-2 - Consolidation Test Results Appendix C. Soil Chemical Analytical Testing for Environmental Purposes Appendix D. Report Limitations and Guidelines for Use GEOENGINEERS July 20, 2010 : Page iii File No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington INTRODUCTION This report presents the results of our subsurface explorations and geotechnical evaluation for design of the Space Shuttle Gallery at the Museum of Flight in Tukwila, Washington. The project site is shown relative to surrounding physical features on the Vicinity Map (Figure 1) and the Site Plan (Figure 2). The purposes of this study were to review existing geotechnical information and to complete additional subsurface explorations at the project site as a basis for providing geotechnical engineering conclusions and recommendations for the final design and construction of the proposed Space Shuttle Gallery. Our services were completed in general accordance with our proposal dated April 26, 2010. Our specific scope of services for the geotechnical engineering services included: • Reviewing previous explorations completed in the vicinity of the site; • Completing additional borings and a cone penetrometer test (CPT) to characterize the subsurface conditions at the site; • Performing analyses for seismic design and building foundation and floor slab support; and • Preparing this geotechnical engineering report. Preliminary recommendations for the project were prepared and presented in our memorandum titled Summary of Anticipated Subsurface Conditions and Preliminary Recommendations dated May 3, 2010. The preliminary recommendations at that time were based on the subsurface conditions encountered in the vicinity of the pedestrian bridge completed in 2008 and our experience on other nearby projects, namely the Aviation High School project. In general, the subsurface conditions encountered in the explorations recently completed for the project are similar to those encountered in the vicinity of the pedestrian bridge, and the recommendations presented in this report are similar to those presented in the memorandum. PROJECT DESCRIPTION The Space Shuttle Gallery will be located on the west side of East Marginal Way immediately north of the existing 9-04 building, which is currently the Museum's archive facility. The gallery will be about 140 feet long east to west and about 100 feet in width. The gallery is angled relative to the 9-04 building, such that the southeast corner of the building will be 20 feet southeast of the existing corner of the 9-04, encompassing a portion of the northeast corner of the 9-04 building. The gallery will be designed as an unobstructed open space, with support columns located along the perimeter of the building. We understand that the foundation will be supported on 18 -inch -diameter steel pipe piles, and that the finished slab will be at Elevation 17.8 or 18 feet. Existing grades across most of the area are at about elevation 16 to 16.25. Thus, we anticipate that about 1 foot of fill will be placed over the existing paved surface to achieve the bottom of slab design elevation. GEOENGINEERS� July 20, 2010 Page 1 File No. 8039-008-00 MUSEUM OF FIJGHT SPACE SHUTTLE GALLERY Tukwila, Washington PREVIOUS STUDIES GeoEngineers reviewed the logs of explorations completed as part of previous studies in the vicinity of the project site. The majority of the previous explorations are located south of the project site in the vicinity of the pedestrian bridge, and west and north of the site as part of previous site planning and environmental studies completed by others. The location of one cone penetration test (CPT -3) located near the west end of the pedestrian bridge is shown in Figure 2. We also reviewed the explorations recently completed for design of the Aviation High School, located about 600 feet to the north. FIELD EXPLORATIONS AND LABORATORY TESTING Field Explorations The subsurface conditions at the site were further evaluated by completing four borings (GEI-1 through GEI-4) and one CPT sounding (CPT -1). The borings were completed using mud -rotary drilling equipment; boring GEI-lextended to a depth of about 141.5 feet and the remaining borings extended to a depth of about 15.5 feet. The CPT extended to a depth of 105 feet. The approximate locations of these explorations are shown in Figure 2. A detailed description of the field exploration program and the logs of the borings and the CPT sounding are presented in Appendix A. One -inch -diameter HDPE tubing and a thermistor string were installed in GEI-1 to a depth of about 110 feet to allow for a future geothermal test, if the Museum elects to proceed with a geothermal study. Soil Physical Properties Testing Soil samples were obtained during the drilling and taken to GeoEngineers' laboratory for further evaluation. Selected samples were tested for the determination of moisture content, percent fines, Atterberg limits (plasticity characteristics), and consolidation characteristics. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM). A description of the laboratory testing and the test results are presented in Appendix B. Soil Chemical Analytical Testing Eight discrete soil samples (B-1-2.5, B-4-2.5; B-2-2.5, B-3-2.5; B-1-5.0, B-2-5.0, B-3-5.0 and B-4-5.0) were obtained from the four borings and composited into three samples for chemical analytical testing. The three composite samples were: ▪ Sample A, which represented the samples 6-1-2.5 and B-4-2.5, e Sample B which represented the samples B-2-2.5 and B-3-2.5, and ■ Sample C which represented the samples B-1-5.0, 6-2-5.0, B-3-5.0 and B-4-5.0. Each composite sample represents a (1) geographic location and (2) specific geologic lithology and/or depth. For example, Sample A represents soil obtained from a depth of 2.5 feet bgs along the west half of the project area; Sample B represents soil obtained from a depth of 2.5 feet bgs Page 2 July 20, 2010 GeoEngineers, Inc. Rio Na. 8039.008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington from the east half of the project area; and Sample C represents soil from a depth of 5 feet bgs across the entire project area. The purpose of soil sampling and chemical analytical testing was to evaluate the potential for hazardous substances to be present in soil that may be excavated during development of the Space Shuttle Gallery project. The results of the chemical testing will be used to make decisions with regard to the appropriate management, reuse and/or offsite export (and disposal, if warranted) of excess soil that cannot be reused for construction purposes. Samples obtained for chemical analytical testing were placed in laboratory -prepared vials/jars for chemical analytical testing at OnSite Environmental Inc. (OnSite) in Redmond, Washington. A portion of each discrete sample was also placed in a plastic bag for field screening (visual, water sheen screening and headspace vapor screening). Field screening methods are described in Appendix A. Field screening evidence of contamination was not observed in soil samples obtained from the borings. Samples obtained for chemical analytical testing were placed in a cooler with ice for transport to the chemical analytical laboratory. Standard chain -of -custody procedures were followed in transporting the soil samples to the laboratory. Each of the samples (Sample A, Sample B and Sample C) were submitted for chemical analysis of one or more of the following: • Gasoline -range petroleum hydrocarbons by Northwest Method NWTPH-Gx; • Diesel- and heavy oil -range petroleum hydrocarbons by Northwest Method NWTPH-Dx; • Volatile organic compounds (VOCs) and benzene, ethylbenzene, toluene and xylenes by EPA Method 8260B; • Polycyclic aromatic hydrocarbons (PAHs) using EPA Method 8270D/SIM; • Polychlorinated biphenyls (PCBs) by EPA Method 8082; and • Total metals using EPA Methods 6000/7000 series. Contaminants of concern were not detected in each of the samples submitted for analysis with the following exceptions: • Non -carcinogenic PAHs (phenanthrene, fluroanthene and pyrene) were detected in Sample A. The detected concentrations of fluoranthene and pyrene are less than the Model Toxics Control Act (MICA) Method B Cleanup levels of 3,200 milligrams per kilogram (mg/kg) and 2,400 mg/kg, respectively. MTCA cleanup levels are not established for phenanthrene. • Barium and chromium were detected in each of the samples submitted for analysis. The detected concentration of barium is less than the MTCA Method B cleanup level of 2,000 mg/kg in each of the samples. The detected concentration of chromium is less than the MTCA Method A cleanup levels of 2,000 mg/kg for chromium III and 19 mg/kg for chromium VI, and less than natural background (48 mg/kg) per Ecology's "Natural Background Soil Metals Concentrations in Washington State" dated October 1994. GEOENGINEERS July 20, 2010 Page 3 File No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington Based on the chemical analytical results soil within the project area does not represent a threat to human health and the environment. As a prudent measure, attempts should be made to reduce export of soil generated during construction. If soil requires export, the contractor should notify the Museum of Flight and arrange for an appropriate receiving facility. The chemical analytical results can be used for notifying the receiving facility of the nature of the testing completed. Chemical analytical results are summarized in Table 1. The OnSite laboratory report is included in Appendix C. SITE CONDITIONS Setting and Site Geology The project site is located on the west side of East Marginal Way South in Tukwila, Washington, as shown in Figure 1. The project site is situated about 700 feet east of the Duwamish River. Immediately south of the project site is the 9-04 building, originally built by Boeing in the 1996 or 1997, and currently used by the Museum for their archive facility. Published geologic information for the project vicinity includes a United States Geological Survey Map titled "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington" (Yount et al., 1993) and "The Geologic Map of Seattle - A Progress Report" (Troost et al., 2005). The surficial soils in the vicinity of the site are mapped as alluvial deposits and modified land. The alluvial deposits generally consist of interbedded layers of soil ranging from clay to sand and gravel. These soils were deposited across the valley by the meandering of the Duwamish River, are as much as 250 feet thick and are poorly consolidated. The modified land in this area is typically dredged fill placed to develop Boeing Field and adjacent industrial areas. Surface Conditions The site is relatively level and mainly covered with pavement. An existing small structure used by the Museum as the entry gate to the outdoor air park is present across the northeast corner of the site. An existing fence is present from the north side of the 9-04 building extending to the entry structure. The existing 9-04 building is a single -story structure supported on augercast piles. The plans indicate that the floor for the building is structurally supported on piles. The depth of the piles was not indicated on the plans and is unknown at this time. Based on similar buildings supported on augercast piles in the area, we anticipate that the piles extend about 50 feet below existing grades. Subsurface Condltlons Soli Condltlons In general, four soil types were encountered in the explorations completed across the site: fill, upper alluvial deposits, finer -grained lacustrine silt, and dense estuarine deposits. The upper 5 to 6 feet of soil across the site consists of loose to medium dense sand with variable amounts of silt. This material is likely fill derived from native soils placed during past dredging activities or placed as part of past development activities. The fill is underlain by granular alluvial deposits consisting Page 4 July 20, 2010 GeoEngineers, Inc. FlM No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington of loose to medium dense sand to silty sand with occasional interbedded layers of silt and sandy silt. At a depth of about 65 feet, the upper granular alluvial deposits are underlain by very soft to medium stiff silt with varying amounts of organic matter (Iacustrine fine-grained soils). This deposit was encountered to depths of about 95 to 96 feet. The Iacustrine fine-grained soil deposits are underlain by dense to very dense sand and gravel deposits which contain some shell fragments, suggesting that they were deposited in an estuarine environment. CPT -1 met refusal in this deposit at a depth of 105 feet. Boring GEI-1 encountered a lower Iacustrine layer below the dense to very dense sand and gravel deposits at a depth of about 115 to 118 feet. At a depth of 135 feet, dense silty sand underlain by very stiff silt was encountered. Boring GEI-1 was terminated at a depth of 141.5 feet in the very stiff silt deposit. A generalized subsurface profile along the east -west axis of the building area is shown in Figure 3. Groundwater Conditions Groundwater was generally encountered during drilling at depths ranging from 4 to 10 feet below the ground surface. Groundwater conditions should be expected to fluctuate as a function of season, precipitation, and tidal fluctuations of the Duwamish River and other factors. CONCLUSIONS AND RECOMMENDATIONS General Based on the results of our subsurface explorations and our geotechnical engineering evaluations, it is our opinion that the planned Space Shuttle Gallery may be developed successfully as planned. In our opinion, deep foundations will be necessary to support the structure because of the magnitude of liquefaction settlement that could occur during the design earthquake. We understand that the Museum has decided to support portions of the floor slab on grade for economic considerations. At this time, the center portion of the floor slab oriented east -west which will support the Space Shuttle will be structurally supported on pile foundations. The other two sections of the floor slab to the north and south of the center strip will be supported on -grade but structurally tied into the center slab and perimeter foundation. The on -grade portions of the floor slab will be susceptible to damage if a seismic event results in liquefaction of the underlying loose granular deposits. The Museum should be prepared to repair and/or replace portions of the slab if liquefaction results in significant settlement underneath the slab. It is also our understanding that the intent is to leave as much of the existing asphalt pavement in place as possible under the slab; however, the asphalt pavement may be broken up to facilitate excavation for foundations, utilities and other building elements. At this time, we understand that either 16- or 18 -inch -diameter steel pipe piles will be selected for support of the building and the center portion of the floor slab supporting the Space Shuttle. The use of steel pipe piles may also allow for installation of ground source heat pump (aka GHP, geothermal or geoexchange) inductor piping inside the pile, which could reduce overall costs of installing a ground source heat pump system as a supplemental HVAC heating and cooling source. As described previously, a one -inch -diameter HDPE tubing and a thermistor string were installed in GEI-1 to allow for a future geothermal test. The tubing and thermistor string are currently protected GEOENGINEERS� July 20, 2010 Page 5 Ale No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington by a flush monument. The location of GEI-1 was positioned to be outside the footprint of the building, but the building was lengthened close to the time the drilling was completed. We suggest that the Museum confirm whether the monument for GEI-1 is far enough outside the footprint of the building such that it could be protected if the Museum decides to delay completing a geothermal study. A summary of the primary geotechnical considerations related to site development is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. • The results of our liquefaction analyses indicate that layers of sand present below the site to an approximate depth of 65 feet and are susceptible to liquefaction during a design -level earthquake. Liquefaction is characterized by the loss of soil strength in soils located below the groundwater level during seismic shaking which results in ground settlement. We estimate that ground settlement in the range of 6 to 10 inches could occur during a design earthquake. • We recommend that the building be supported on pile foundations. Recommendations are presented for driven steel pipe piles which extend through the liquefiable upper alluvial deposits and the compressible lower lacustrine deposits, and bear in the lower alluvial/estuarine deposits. We anticipate that the required pile length will be about 100 feet, depending on the design depth of the pile cap. Care should be taken during the installation of the piles to not driven the piles too far into the dense deposits because of the presence of an underlying compressible lacustrine deposit. • The on -grade portions of the slab should be designed such that the structural connections between the slab and the pile supported elements will not create additional lateral loading on the piles if liquefaction were to occur. • We estimate that the on -grade portions of the floor slab may experience between about 1/4 - and 3/4 - inch of settlement due to the weight of new fill and the concrete floor slab, the amount depending on whether the center slab section is pile supported. We also expect that small settlements, on the order of 1/4- to 1/2- inch, could occur below the 9-04 building after the new fill and floor slabs are placed. This settlement is expected to be gradual and extend over a relatively large portion of the building as the soft silt encountered at depth in excess of 65 feet compresses below the new loads. • Driving piles will vibrate the 9-04 building. However, as the building is pile supported, in our opinion damage from vibrations should be minimal. However, the vibrations may be uncomfortable to employees or other people inside the 9-04 during driving. Specific recommendations for design and construction of the bridge are presented in subsequent sections of this report. Earthquake Engineering Regional Seismicity The Puget Sound region is located at the convergent continental boundary known as the Cascadia Subduction Zone (CSZ), which extends from mid -Vancouver Island to Northern California. The CSZ is the zone where the westward advancing North American Plate is overriding the Page 6 July 20, 2010 GeoEngineers, Inc. Fie No. 8038-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington subducting Juan de Fuca Plate. The interaction of these two plates results in three potential seismic source zones: (1) a shallow crustal source zone; (2) the Benioff source zone; and (3) the CSZ interplate source zone. The shallow crustal source zone is used to characterize shallow crustal earthquake activity within the North American Plate at depths ranging from 3 to 19 miles below the ground surface. The Seattle Fault Zone is considered a shallow crustal source zone. The site is located very close to the current geologic interpretation of the southernmost strand of the east -west trending Seattle Fault Zone. The most recent major earthquake on the Seattle Fault Zone is estimated to have occurred about 1,100 years ago. The Benioff source zone is used to characterize intraplate, intraslab or deep subcrustal earthquakes. Benioff source zone earthquakes occur within the subducting Juan de Fuca Plate at depths between 20 and 40 miles. In recent years, three large Benioff source zone earthquakes occurred that resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 and had a Richter magnitude of 7.1. The second earthquake, which was centered between Seattle and Tacoma, occurred in 1965 and had a Richter magnitude of 6.5. The third earthquake, which was located in the Nisqually valley north of Olympia, occurred in 2001 and had a Richter magnitude of 6.8. The CSZ interplate source zone is used to characterize rupture of the convergent boundary between the subducting Juan de Fuca Plate and the overriding North American Plate. The depth of CSZ earthquakes is greater than 40 miles. No earthquakes on the CSZ have been instrumentally recorded; however, through the geologic record and historical records of tsunamis in Japan, it is believed that the most recent CSZ event occurred in 1700. 2009 IBC Seismic Design Information We anticipate that the gallery will have a period of vibration of less than 0.5 seconds. Even though potentially liquefiable soils are present at the site, the 2009 International Building Code (IBC) allows the use of non -liquefiable soil parameters for seismic design of low period structures. Thus, we recommend the use of the following 2006 IBC parameters for site class, short period spectral response acceleration (Ss), 1 -second period spectral response acceleration (Si) and seismic coefficients for the project site, as presented in Table I. TABLE 1. 2009 IBC SEISMIC DESIGN PARAMETERS 2009 IBC Parameter Recommended Value Site Class E Short Period Spectral Response Acceleration, Ss (percent g) 152 1 -Second Period Spectral Response Acceleration, Si (percent g) 52 Seismic Coefficient, F8 0.9 Seismic Coefficient, Fv 2.4 Note: *Input parameters based on Site Class E as the building period will be less thanY2 second as allowed in the 2009 IBC GEOENGINEERSg July 20,2010 Pagel File No. 8039-008-00 oo-soo•seos ON els! •3u1'siaa4u3oao otoZ'oZ+llef 9 aed •M01 s! ?u!peaads ulpl!nq 341 o; aewep 10 msu al1 uo!uldo ano u! '(leel OOL of 009) JOAN Us!weMna aUl pue alms aLil uaaMlaq aouels!p a' l to asneoaq 'aanaMoH •aaAN gs!weMna pa;eool speaUNlnq ao/pue sadols all to uo!l!puoo pue adols `aouels!p 'suo!l!pu09 Hos 041 to uollounl a s! u!peaads !wale' 10 msu aU1 '?u!peaads pale! .104 >isu a s! aaagl 1211 uo!u!do ano s! 1! 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Hos woal l!ns3a Aew sI!oq pues ao/pue ?u!peaads leaalel 'luawalllas pun0J9 •eoelans punoa3 OUT W0a1 Kinn a0 'waolap 'Mo1101 aaleM pue Hos Molle 1211 suo!1!puoo aonpoad o1 saanssaad uapangaano Hos paaoxa JO 133W AIueaodwal Aew aanssaad as;eM and paseaaou! 041 •�u!meLis punoa$ 5uoals o; esuodsaa u! aseaaou! saanssaad aaleM and se 4uaals leuaalu! to 9901 p!dea a aouauadxa sl!os 3aa4M uouewouagd a s! uolloelanb!l uopae{anbf ucislulysem Ael311VD 311.U1HS 33VdSIMO nd 30 Wf13SnW MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington Surface Fault Rupture Based on USGS maps of active faults in the Puget Sound region, the site is located close to the Seattle Fault zone. As the depth to bedrock in this area is on the order of about 150 to 250 feet, there is some risk for potential surface fault rupture. However, in our opinion the risk for surface fault rupture at the project site is still relatively low considering the length and width of the Seattle Fault and the uncertainties associated to the fault location. Deep Foundations General Based on the presence of potentially liquefiable soils in the upper 50 to 65 feet of the site and underlying compressible soils, we recommend that the building be pile supported. At this time, we understand that either 16- or 18 -inch -diameter steel pipe piles will be selected for support of the building and the center portion of the floor slab supporting the Space Shuttle. Axial Capacity Axial pile capacity in compression is anticipated to be developed from a combination of side frictional resistance and end bearing capacity, with most of the capacity developed from end bearing in the lower sand deposits. Uplift pile capacity will be developed from side frictional resistance in the deposits which are not prone to liquefaction during a seismic event. We recommend that closed-end steel pipe piles be driven 3 to 5 feet into the underlying dense to very dense estuarine deposits present at a depth of about 95 to 98 feet. For 18 -inch -diameter closed-end steel pipe piles, we recommend allowable downward and uplift capacities of 250 and 110 kips, respectively. For 16 -inch -diameter closed-end steel pipe piles, we recommend allowable downward and uplift capacities of 200 and 100 kips, respectively. The allowable pile capacities take into account the effects of liquefaction -induced settlement and the estimated resultant downdrag forces. As a result, the allowable pile capacities are for combined dead plus long-term live loads, and it is recommended that the allowable pile capacities not be increased by one-third when considering seismic design loads. The allowable capacities are based on the strength of the supporting soils and include a factor of safety of about 3 for end bearing and 2 for side resistance for static loading conditions. For seismic loading conditions, we estimate that the factor of safety is greater than about 1.5. The capacities apply to single piles. If piles are spaced at least three pile diameters on center, as recommended, no reduction for group action is needed, in our opinion. The structural characteristics of pile materials and structural connections may impose limitations on pile capacities and should be evaluated by the structural engineer. Lateral Capacity Lateral loads can be resisted by passive soil pressure on the vertical piles and by the passive soil pressures on the pile cap. Due to the potential separation between the pile -supported foundation components and the underlying soil from settlement, base friction along the bottom of the pile cap should not be included in calculations for lateral capacity because full contact with the underlying soil cannot be assured. GEOENGINEERS� July 20, 2010 Page 9 File N. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington We completed lateral pile capacity analyses for 18- and 16 -inch -diameter (1/2 -inch wall thickness) steel pipe piles using the computer software program LPILE 5 produced by Ensoft, Inc. The analyses were completed using an axial load of 200 kips for both fixed- and free -headed head conditions. The analyses were also completed for both a non -liquefied (static) and liquefied (seismic) soil profile. Our input parameters for the LPILE program are presented in Table II. TABLE II. PARAMETERS FOR DEVELOPMENT OF P -Y CURVES USING LPILE Soil Layer Elevation (ft) Upper Lower Boundary Boundary Soli Type Modulus Effective Unit Undrained Friction of Weight Shear Angle, rp Subgrade Strength, (Su) (deg) Reaction, k (pci) Pd pci psf psi Static Static Static Case [so 1 0 10 Cohesionless 115 0.0666 - 30 50 2 10 30 Cohesionless 52.6 0.0304 32 40 3 30 65 Cohesionless 57.6 0.0333 - 34 90 4 65 95 Cohesive 27.6 0.0160 400 2.78 • 30 0.020 5 93 110 Cohesionless 57.6 0.0333 - 40 125 Seismic Case (Liquefied) 1 0 10 Cohesionless 115 0.0666 - 30 50 2 10 30 Cohesive 52.6 0.0304 400 2.08 - 30 0.020 3 30 65 Cohesionless 57.6 0.0333 30 50 4 65 95 Cohesive 27.6 0.0160 400 2.78 30 0.020 5 93 110 Cohesionless 57.6 0.0333 - 40 125 Notes: ft = feet pcf = pounds per cubic foot pci = pounds per cubic inch psf = pounds per square foot psi = pounds per square inch The results of our analyses are presented in Figures 4 through 27. Figures 4 through 9 and Figures 10 through 15 provide deflection, moment, and shear versus depth for 18 -inch -diameter fixed -head and free -head pile conditions, respectively. Figures 16 through 21 and Figures 22 through 27 provide deflection, moment, and shear versus depth for 16 -inch -diameter fixed -head and free -head pile conditions, respectively. The results presented in Figures 4 through 27 are for single piles. Piles spaced closer than eight pile diameters apart will experience group effects that will result in a lower lateral Toad capacity for trailing rows of piles with respect to leading rows of piles for an equivalent deflection. We recommend that the lateral load capacity for trailing piles in a pile group spaced three pile diameters apart be reduced by a factor of 0.6. Reductions of the lateral load capacity for trailing Page 10 July 20, 2010 GeoEngineers, Inc. File Na. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington piles at spacings greater than three pile diameters but less than eight pile diameters apart can be linearly interpolated. Resistance to lateral loads can also be developed by passive pressure on the face of pile caps and other below -grade foundation elements. Passive pressure on the face of below -grade elements can be computed on the basis of an equivalent fluid density of 300 pounds per cubic foot (pcf). This fluid density assumes that compacted structural fill is used around these elements for a horizontal distance equal to at least two times the depth of the element. This passive resistance value includes a factor of safety of 1.5 and assumes a 3 -foot -deep pile cap and a minimum lateral deflection of 1 inch to fully develop the passive resistance. Deflections that are less than 1 inch will not fully mobilize the passive resistance in the soil. Passive pressure resistance should be calculated from the bottom of adjacent pavement or sidewalk slabs or below a depth of 1 foot where the adjacent area is unprotected, as appropriate. Pile Settlement We estimate that the post -construction settlement of pile foundations, designed and installed as recommended, will be on the order of 1 inch or less. Maximum differential settlement should be less than about one-half the post -construction settlement. Most of this settlement will occur rapidly as loads are applied. For seismic loading conditions, we estimate that the post -earthquake pile settlement will be less than about 1 inch. These estimates of settlement assume that the piles are not driven more than 5 feet into the bearing layer so that the pile tips are sufficiently above the deeper underlying soft silt deposit. Deeper penetrations could lead to greater settlement, and thus proper pile embedment is critical to long-term pile performance and will require careful observation during pile installation. Preliminary Pile Drlvablllty Analysis The computer program GRLWEAP Version 2005 was used for preliminary pile driveability analyses. The analyses were performed for an 18 -inch and 16 -inch diameter steel pipe pile with a minimum wall thickness of % inch for a 88 kip -foot hammer. Based on the results of our analyses, it is our opinion that this hammer will be capable of driving the steel pipe piles to the design tip depth. The drivability analyses indicated the maximum compressive stress induced in the piles will range from approximately 32,000 to 37,000 pounds per square inch (psi) for an 18 -inch -diameter pile and approximately 36,000 to 39,000 pounds per square inch (psi) for an 16 -inch -diameter pile that are correlated to driving the pile to a depth of about 96 to 98 feet for an allowable axial capacity of 250 and 200 kips, respectively. The range of the compressive stress reflects a range of operating hammer stroke height and the effectiveness of the pile cushion. We recommend that the analyses be completed again when the contractor confirms the choice of hammer to be used during construction. We recommend that the pile driving operation be observed by GeoEngineers and that GeoEngineers work closely with the contractor in the effort to keep the maximum compressive stress induced by pile driving to a tolerable level. GEOENGINEERS� July 20, 2010 Page 11 File No. 8039.008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington Pile Load Testing GeoEngineers recommends that one dynamic load test be completed in general accordance with the ASTM D 4945 test procedure in order to provide direct measurement of the pile load -deflection performance. Dynamic testing should be completed during initial driving and during restrike of the test piles. The restrike testing should be completed at least seven days after the test pile is installed. Construction Considerations The piles for the proposed Space Shuttle Gallery should be installed using an appropriately sized pile -driving hammer. The pile -driving hammer should be of sufficient size to drive the piling to the minimum embedment depth without damaging the pile. Because the pile contractor has control of the pile/hammer configuration and the driving equipment, we recommend that the pile contractor be made responsible for selecting the appropriate pile -driving hammer and installing the piles to design embedment depth without damaging the piles. Pile drivability analysis for the specific pile type and pile -driving hammer should be finalized once a pile -driving hammer has been selected. GeoEngineers can assist with pile drivability analysis. The installation of driven piles produces a significant level of noise and ground vibration in the vicinity of the pile -driving operations. The proximity of nearby existing buildings and the outdoor airplane display may pose a concern as a result of vibrations during pile installation. In particular, pile driving can cause measurable vibrations for up to several hundred feet from the pile. Minor architectural or cosmetic damage (that is, small cracks in walls) at moderate distances and structural damage at close distances from pile -driving operations can occur. Humans are able to detect and feel vibrations at a level much lower than that required to cause damage. The level of ground vibrations induced by pile driving depends primarily on the hammer energy, pile type and size, soil type and distance from the pile. The propagation of waves induced by vibrations through soil deposits is a complex phenomenon. Variations in building construction, age and other factors would be expected to have a significant effect on the sensitivity of a given structure to vibration levels. To reduce potential claims regarding alleged damage resulting from construction, we recommend that a preconstruction condition survey of nearby structures be completed to document structural and cosmetic building conditions before construction begins. We recommend that all employees working in the 9-04 be informed of the pile driving schedule and informed that vibrations will likely be felt inside the building during pile driving. We recommend that ground vibrations be monitored starting from the beginning of construction. The information obtained from this program can be used to modify the pile installation program if the level of vibration becomes too high. The depths and thicknesses of the interpreted soil units vary across the site. If pile resistance encountered during driving indicates that the soil conditions may differ significantly from those assumed for design, it may be necessary to reevaluate the recommended axial and lateral capacity of the piling. We therefore recommend that a monitoring program be implemented for the pile - driving operations. This program should include full-time observations of driven pile installations. GeoEngineers should be retained to observe the pile driving and to evaluate driving records to determine whether the soil conditions encountered during pile installation are consistent with Page 12 July 20, 2010 GeoEngineers, Inc. File Na. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington those assumed for final design. If soil conditions are significantly different from those assumed, it will be appropriate for GeoEngineers to develop revised design criteria. A load test program is recommended as described above. The load tests should be completed to confirm design assumptions and to identify appropriate refusal criteria. Shallow Foundation Support At this time, it is unknown whether there might be small retaining walls or other non -pile supported structures included in the design. If small non -pile -supported structures are planned, we recommend that all spread foundations be founded on at least 2 feet of structural fill. The zone of structural fill should extend laterally beyond the footing edges a horizontal distance at least equal to the thickness of the fill. An allowable soil bearing pressure of 2,500 psf may be used for the footings, provided that the foundations have a minimum width of 2 feet and bear on a minimum of 2 feet of compacted structural fill. These bearing pressures apply to the sum of all dead plus long- term live loads, excluding the weight of the footing and any overlying backfill. These values may be increased by one-third when wind or seismic loads are considered. Foundation settlement for these support conditions under static loads is estimated to be on the order of 1/2 to 1 inch. This type of support might result in significant settlement of retaining walls or structures if liquefaction of underlying soils occurs during an earthquake, or horizontal movement if lateral spreading occurred. Foundation settlements if liquefaction occurs could be as high as 6 to 10 inches as discussed above. Slab -On -Grade -Floors General We have developed recommendations and performance characteristics for three floor slab support options. The three options are summarized below along with their respective advantages and risks: 1. Support the entire slab on -grade. This option is initially the least expensive, but could potentially have significant repairs if liquefaction were to occur and also results in the most settlement in the center of the slab due to consolidation of underlying compressible soil deposits. As discussed above, we estimate that potential settlements in the range of 6 to 10 inches could occur from soil liquefaction during a design earthquake event. We estimate that settlement from consolidation of underlying compressible deposits could be up to 3/4 inch in the center of the slab, as discussed below. 2. Structurally support the center section of the slab on pile foundations and support the two sections to the north and south on -grade. This will be more expensive than Option 1, but will protect the portion of the slab supporting the Space Shuttle from potential settlements, both from consolidation of underlying deposits and possible liquefaction during an earthquake. This option will also allow for connecting the on -grade portions of the floor slab to the pile -supported elements with the intent that if settlement were to occur as the result of liquefaction, the reinforcing might prevent significant damage and possibly allow the slab to be releveled using grout jacking. GEOENGINEERSI July 20, 2010 Page 13 Ale No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington 3. Structurally support the entire floor slab on pile foundations. This is the most expensive option but would minimize risks of settlement of the slab from both consolidation of underlying soil deposits and settlement resulting from possible liquefaction during an earthquake. At this time, we understand that Option 2 will likely be selected. Connections between the on -grade floor slabs and the pile supported elements should be such that potential settlement of the on -grade portions of the slab if liquefaction were to occur would not create additional lateral loading on the piles. In order to mitigate the risks of slab settlement if liquefaction were to occur, the entire slab would need to be structurally supported using pile foundations (Option 3 above). Consolidation Settlement Considerations The weight of fill placed to develop site grades and the weight of the floor slab will also induce some Tong -term consolidation settlements from the deeper compressible lacustrine deposits. The current plan is to structurally support a center strip about 25 feet in width oriented east to west (Option 2 above). Thus, the two portions of slab to the north and south which will be supported on -grade will be about 36 feet wide and about 140 feet in length. We estimate that settlements for each slab section for Option 2 will be less than about 1/4 inch at a corner and less than 1/2 inch in the middle of the each floor slab area. These settlements would likely be realized 1 to 2 years after placement of the fill and construction of the slab. If the center slab strip supporting the Space Shuttle is not structurally supported (Option 1 above), we estimate that settlements in the center of the floor slab could be up to 3/4 -inch. The additional loading from the space shuttle could result in additional settlement of less that 1/4 inch. We understand that the floor slab inside the gallery may be exposed concrete, such that cosmetic cracking, or more significant cracking and displacement that might result in trip hazards, will be undesirable. For the on -grade portions of the slab possible options to mitigate settlement and/or cracking could include the following: 1. Place a surcharge over the building area as early as possible prior to pouring the slab. However, we estimate that to achieve 90 percent of the settlement could require up to two years, which is not feasible for this project. It may be possible to install wick drains to shorten the time for settlement to occur. 2. Cover the slab to hide minor cracking. 3. Plan to pour a leveling slab after 2 to 3 years. 4. Place foam blocks, or other light -weight fill, under the slab to compensate for the added weight of the fill and slab. 5. Allow the settlement to occur and hope the settlements are gradual enough such that only minor cracking occurs. As discussed above, structurally supporting the center section (Option 2 above) will reduce the anticipated settlement slightly, In addition, as the slabs will be structurally tied into the pile -supported elements, it is possible that the design will mitigate or lessen the impacts of settlement. The potential settlements could also impact the 9-04 building; although this building is pile supported, we believe that the pile tips extend about 50 feet below grade and are probably above the .underlying compressible deposit. However, because of the depth of the compressible deposit, Page 14 July 20, 2010 GeoEngineers, Inc. File No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington the settlements will be spread across a large area and likely be manifested in a gradual manner across the northeast corner of the 9-04 building. We recommend establishing some survey monitoring points in the northeast portion of the building and that these points be read every 3 to 6 months for a period of at least one year after completion of the gallery to evaluate if the building is experiencing any noticeable settlement. Subgrade Preparation At this time, we understand that the intent is to leave the existing pavement in place under the floor slab. However, as only 12 to 18 inches of fill will be required to achieve design grades, and as there are numerous utilities in the building footprint to move, we anticipate that some of the pavement will be removed and the remainder broken into pieces in place. In this case, we recommend that the pavement be broken in pieces not exceeding 18 inches in size and that additional structural fill be placed in such a manner as to prevent voids from occurring within the broken pavement layer. The exposed subgrade and/or remaining pavement surface should be evaluated after all utility removal is completed. Proof -rolling with heavy, rubber -tired construction equipment should be used for this purpose during dry weather and if access for this equipment is practical. Probing should be used to evaluate the subgrade during periods of wet weather or if access is not feasible for construction equipment. Disturbed areas should be recompacted if possible or removed and replaced with compacted structural fill. Assuming that the subgrade was properly prepared during construction of the existing pavement, we recommend that additional fill placed to achieve design slab subgrades consist of gravel borrow as described in Section 9-03.14(1) of the WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent (material smaller that the No. 200 sieve). Alternatively, recycled concrete may be used for fill. The recycled concrete fill material may be able to be properly compacted if placed during heavy rain events. If the portion of the floor slab which will support the shuttle is not pile -supported, we recommend that the fill under this portion of the slab consist of crushed rock base course meeting the requirements of Section 9-03.9(3) of the WSDOT Standard Specifications. If loose or soft areas are observed during proof -rolling, we recommend that the area be excavated to at least 2 feet below the slab subgrade and replaced with structural fill. Design Parameters For slabs designed as a beam on an elastic foundation, a modulus of subgrade reaction of 150 pounds per cubic inch (pci) may be used for subgrade soils prepared as recommended. We recommend that the slab -on -grade floors be underlain by a 6 -inch -thick capillary break to provide uniform support and drainage. The capillary break should consist of clean crushed gravel, with a maximum particle size if 1/ inches and negligible sand or silt. Material meeting the "Gravel Backfill for Drains" specification per Washington State Department of Transportation (WSDOT) Section 9-03.12(4) would be suitable for use as capillary break material. If water vapor migration through the slabs is objectionable, the gravel should be covered with a heavy plastic sheet or other suitable vapor barrier to act as a vapor retarder. A commercial vapor retarder (10 -mil minimum thickness with lapped and sealed seams) should be placed below the slab in GEOENGINEERSi July 20, 2010 Page 15 Rio No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington areas where moisture control is critical, such as occupied space or areas where adhesives are used to anchor carpet or tile to the slab. This will be desirable where the slabs will be surfaced with tile or will be carpeted. The contractor should be made responsible for maintaining the integrity of the vapor barrier during construction. It may also be prudent to apply a sealer to the slab to further retard the migration of moisture through the floor. Drainage Considerations Foundation/Slab Drain We recommend that a perimeter foundation drain be installed around the space shuttle building. The perimeter drains should be installed at the base of the exterior pile caps/grade beams, if possible. However, perimeterfoundation drains should not be located below the seasonal high groundwater level to reduce the risk of groundwater being directed into the stormwater conveyance system. The perimeter drains should be provided with cleanouts and should consist of at least 4 -inch -diameter perforated pipe placed on a 3 -inch bed of, and surrounded by 6 inches of, drainage material enclosed in a non -woven geotextile fabric such as Mirafi 140N (or approved equivalent) to prevent fine soil from migrating into the drain material. We recommend that the drainpipe consist of either heavy -wall solid pipe (SDR -35 PVC, or equal) or rigid corrugated smooth interior polyethylene pipe (ADS N-12, or equal). We recommend against using flexible tubing for footing drainpipes. The drainage material should consist of "Gravel Backfill for Drains" per Washington State Department of Transportation (WSDOT) Section 9-03.12(4). The perimeter drains should be sloped to drain by gravity, if practicable, to a suitable discharge point, preferably a storm drain. We recommend that the cleanouts be covered, and be placed in flush mounted utility boxes. Water collected in roof downspout lines must not be routed to the footing drain lines. Underslab Drain At this time, we do not anticipate the need for an underslab drain. This assumes that all roof and other runoff is tightlined and/or directed away from the building. Retaining Walls Cast -In -Place Walls At this time, it is unknown whether there might be small retaining walls needed for grade transitions and/or loading docks on site. However, conventional cast -in-place walls will be appropriate if small retaining structures are necessary. The lateral soil pressures acting on conventional cast -in-place subsurface walls will depend on the nature, density and configuration of the soil behind the wall and the amount of lateral wall movement that can occur as backfill is placed. For walls that are free to yield at the top at least 0.1 percent of the height of the wall, soil pressures will be less than if movement is limited by such factors as wall stiffness or bracing. Assuming that the walls are backfilled and drainage is provided as outlined in the following paragraphs, we recommend that yielding walls supporting horizontal backfill be designed using an Page 16 July 20, 2010 GeoEngineers, Inc. File No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington equivalent fluid density of 35 pcf (triangular distribution), while non -yielding walls supporting horizontal backfill be designed using an equivalent fluid density of 55 pcf (triangular distribution). For seismic loading conditions, a rectangular earth pressure equal to 6H psf, where H is the height of the wall in feet, should be added to the active/at-rest pressures presented above. Other surcharge loading should be applied as appropriate. Traffic surcharges can be approximated by increasing the wall height (H) by 2 feet. GeoEngineers can assist in developing recommendations for other surcharge loading, as necessary. Lateral resistance for conventional cast -in-place walls can be provided by frictional resistance along the base of the wall and passive resistance in front of the wall. For walls founded on native soils, the allowable frictional resistance may be computed using a coefficient of friction of 0.3 applied to vertical dead -load forces. The allowable passive resistance may be computed using an equivalent fluid density of 300 pcf (triangular distribution). This fluid density assumes that compacted structural fill is used around these elements for a horizontal distance equal to at least two times the depth of the element. The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. The above soil pressures assume that wall drains will be installed to prevent the buildup of hydrostatic pressure behind the walls, as discussed below. Drainage Positive drainage should be provided behind cast -in-place retaining walls by placing a minimum 2 -foot -wide zone of gravel backfill for walls (WSDOT Standard Specification 9-03.12(2)). A minimum 4 -inch -diameter perforated pipe should be located at the base of the wall and should be surrounded by a minimum of 6 inches of gravel backfill for drains (WSDOT Standard Specification 9-03.12(4)), or an alternative approved by GeoEngineers. The gravel backfill for drains material should be wrapped with a geotextile filter fabric meeting the requirements of construction geotextile for underground drainage (WSDOT Standard Specification 9-33). The drainpipe should be placed with adequate slopes to drain and should discharge to an appropriate location. Earthwork and Structural FIII Excavation Considerations The near -surface soils encountered in the explorations typically consist of sand with variable amounts of silt. We anticipate that these soils can be excavated with conventional excavation equipment such as backhoes, trackhoes and dozers. We anticipate that most excavations required for the project will be relatively shallow, on the order of 4 to 6 feet in depth for the pile caps and utilities. At this time, we do not anticipate the need for shoring other than the use of trench boxes or trench shields for utility trenches. We anticipate that the depth of the excavations required for the pile caps will generally be above the water table. Groundwater may be encountered above this depth if work takes place during or immediately after extended wet weather or during high tides. We anticipate that the ground water can be handled during construction by sump pumping, as necessary. All collected water should be routed to suitable discharge points. GEOENGINEERS July 20, 2010 Page 17 File No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington Temporary Cut Slopes All temporary cut slopes and shoring must comply with the provisions of Title 296 Washington Administrative Code (WAC), Part N, "Excavation, Trenching and Shoring." The contractor performing the work has the primary responsibility for protection of workers and adjacent improvements. We recommend temporary cut slope inclinations of 11H:1V (horizontal to vertical) in the existing fill and alluvial deposits encountered at the site. Some caving/sloughing of the cut slopes may occur at this inclination. The inclination may need to be flattened by the contractor if significant caving/sloughing occurs. These cut slope recommendations apply to fully dewatered conditions. For open cuts at the site, we recommend that: • No traffic, construction equipment, stockpiles or building supplies be allowed at the top of the cut slopes within a distance of at least 5 feet from the top of the cut. • Exposed soil along the slope be protected from surface erosion using waterproof tarps, plastic sheeting or flashcoating with shotcrete. • Construction activities be scheduled so that the length of time the temporary cut is left open is reduced to the extent practicable. • Erosion control measures be implemented as appropriate such that runoff from the site is reduced to the extent practicable. • Surface water be diverted away from the excavation. • The general condition of the slopes be observed periodically by GeoEngineers to confirm adequate stability. Because the contractor has control of the construction operations, the contractor should be made responsible for the stability of cut slopes, as well as the safety of the excavations. The contractor should take all necessary steps to ensure the safety of the workers near slopes. The plans for the 9-04 building indicate that the building and floor slab are structurally supported, therefore, excavations which are adjacent to or extend under the building are not anticipated to adversely impact the building. However, excavations could impact existing utilities, and provisions for temporary support of any impacted utilities should be made by the contractor. We recommend that any excavation which extends under the building where access is limited be backfilled with controlled density fill (CDF). Subgrade Preparation Areas outside the building footprint (parking areas and hardscape areas) should be cleared of surface and subsurface deleterious matter, including any debris, organic soils, shrubs, trees and associated stumps and roots. Existing asphalt should be left in place during construction, where feasible, to protect subgrade soils from disturbance and to aid in control of erosion and sedimentation in unexcavated areas of the site. Where existing asphalt is removed, the asphalt may be incorporated into structural fill material used at the site if broken into pieces smaller than 6 inches in dimension; alternatively, we Page 18 July 20, 2010 GeoEngineers, Inc. Fl1e No. 8039-008-00 MUSEUM OF FIJGHT SPACE SHUTTLE GALLERY Tukwila, Washington recommend that the excavated asphalt be removed from the site. We recommend that the upper 12 inches of the existing soils exposed at subgrade elevation in the building area, and below new pavements, sidewalks and other structures be compacted to at least 95 percent of the maximum dry density (MDD) estimated in general accordance with ASTM D 1557. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. If the subgrade soils will be used for infiltration of surface runoff, we recommend that the upper 12 inches be compacted to only 90 percent of maximum dry density (MDD) estimated in general accordance with ASTM D 1557. The on-site soils below the existing pavement contain a significant amount of fines (silt) and are very moisture -sensitive. Operation of equipment on these exposed soils will be difficult under wet conditions. Disturbance of shallow subgrade soils should be expected if subgrade preparation work is done during periods of wet weather. Erosion and Sedimentation Control Potential sources or causes of erosion and sedimentation depend upon construction methods, slope length and gradient, amount of soil exposed and/or disturbed, soil type, construction sequencing and weather. Implementing an erosion and sedimentation control plan will reduce the project impact on erosion -prone areas. The plan should be designed in accordance with applicable city, county and/or state standards. The plan should incorporate basic planning principles, including: • Scheduling grading and construction to reduce soil exposure; s Retaining existing asphalt whenever feasible; • Revegetating or mulching denuded areas; • Directing runoff away from denuded areas; • Reducing the length and steepness of slopes with exposed soils; • Decreasing runoff velocities; • Preparing drainage ways and outlets to handle concentrated or increased runoff; • Confining sediment to the project site; and • Inspecting and maintaining control measures frequently. In addition, we recommend that sloped surfaces in exposed or disturbed soil be restored so that surface runoff does not become channeled. Some sloughing and raveling of slopes with exposed or disturbed soil should be expected. Temporary erosion protection should be used and maintained in areas with exposed or disturbed soils to help reduce erosion and reduce transport of sediment to adjacent areas and receiving waters. Permanent erosion protection should be provided by paving or landscape planting. Until the permanent erosion protection is established and the site is stabilized, site monitoring should be performed by qualified personnel to evaluate the effectiveness of the erosion control measures and to repair and/or modify them as appropriate. Provisions for modifications to the GEOENGINEERS July 20, 2010 Page 19 File No. 8039-008-00 MUSEUM OF FUGHT SPACE SHUTTLE GALLERY Tukwila, Washington erosion control system based on monitoring observations should be included in the erosion and sedimentation control plan. Structural Fill MATERIALS Materials used to backfill around pile caps, to support floor slabs, footings, sidewalks, pavement or other structures are classified as structural fill for the purpose of this report. At a minimum, structural fill should meet the criteria for common borrow as described in Section 9-03.14(3) of the WSDOT Standard Specifications. Common borrow will be suitable for use as structural fill during dry weather conditions only. If structural fill is placed during wet weather, imported structural fill should consist of gravel borrow as described in Section 9-03.14(1) of the WSDOT Standard Specifications, with the additional restriction that the fines content be limited to no more than 5 percent. Structural fill placed as crushed surfacing base course below pavements should meet the requirements of Section 9-03.9(3) of the WSDOT Standard Specifications. USE OF ON-SITE SOILS The existing fill and upper soils that will be excavated for the pile caps and utilities contain a variable percentage of fines; we anticipate that most of the excavated soils will be moisture - sensitive and only be suitable for use as structural fill if placed during dry weather and protected from rainfall while stockpiled. FILL PLACEMENT AND COMPACTION CRITERIA Structural fill should be mechanically compacted to a firm, non -yielding condition. Structural fill should be placed in loose lifts not exceeding 8 to 10 inches in thickness. Each lift should be conditioned to the proper moisture content and compacted to the specified density before placing subsequent lifts. Structural fill should be compacted to the following criteria: • Structural fill placed below foundations, around pile caps to develop passive soil resistance, and under the floor slab should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. ▪ Structural fill against the pile caps (where not supporting floor slab loads) or in new pavement or sidewalk areas, including utility trench backfill, should be compacted to 90 percent of the MDD estimated in general accordance with ASTM D 1557, except that the upper 2 feet of fill below final subgrade should be compacted to 95 percent of the MDD. • Structural fill placed as crushed rock base course below pavements should be compacted to 95 percent of the MDD estimated in general accordance with ASTM D 1557. • Nonstructural fill, such as fill placed in landscape areas, should be compacted to at least 85 percent of the MDD estimated in general accordance with ASTM D 1557. In areas intended for future development, a higher degree of compaction should be considered to reduce the settlement potential of the fill soils. • Structural fill placed against subgrade walls should be compacted to between 90 and 92 percent of the MDD. Care should be taken when compacting fill against subsurface walls to avoid overcompaction and hence overstressing the walls. Page 20 July 20, 2010 GeoEngineers, Inc. File No8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington We recommend that a representative from our firm be present during placement of structural fill. Our representative will evaluate the adequacy of the subgrade soils and identify areas needing further work, perform in-place moisture -density tests in the fill to evaluate if the work is being done in accordance with the compaction specifications, and advise on any modifications to procedure that may be appropriate for the prevailing conditions. Utility Trenches Trench excavation, pipe bedding, and trench backfilling should be completed using the general procedures described in the 2010 WSDOT Standard Specifications or other suitable procedures specified by the project civil engineer. The shoring and/or temporary cut slopes should be completed as described above under the "Temporary Cut Slope" section of this report. Utility pipes should be bedded in Gravel Backfill for Pipe Zone Bedding as specified in WSDOT Standard Specifications, Section 9-03.12(3), or other suitable bedding material as specified by the project civil engineer. We recommend a minimum 6 -inch thick layer, or 1/4 of the pipe diameter, whichever is greater, of pipe bedding material be placed below, above, and around the perimeter of the pipe. This bedding material should be lightly tamped into place. Backfill placed above the bedding material shall consist of structural fill quality material as discussed above. Utility trench backfill can be placed in lifts of 12 inches or less (loose thickness) such that adequate compaction can be achieved throughout the entire lift. Each lift must be compacted prior to placing the subsequent lift. Prior to compaction, the backfill should be moisture conditioned to near optimum moisture content, if necessary. The backfill should be compacted in accordance with the criteria discussed above. Pavement Recommendations Subgrade Preparation We recommend that the subgrade soils in new pavement and parking areas be evaluated as described above in the "Subgrade Preparation" portion of the "Earthwork" section of this report. We recommend that the upper 12 inches of the existing site soils be compacted to at least 95 percent of the MDD estimated in general accordance with ASTM D 1557 prior to placing additional fill or pavement section materials. If the subgrade soils are loose or soft, it may be necessary to excavate the soils and replace them with structural fill. We anticipate that the existing soils will only be able to be compacted 95 percent during dry weather. If pavement subgrade preparation is completed during wet weather, it will likely be necessary to remove 12 inches of the on-site soil and replace it with imported clean granular fill to achieve the 95 percent compaction. A layer of suitable woven geotextile fabric may be placed over soft subgrade areas to limit the thickness of structural fill required to bridge soft, yielding areas. Asphalt Pavement In light-duty pavement areas (for example, automobile parking), we recommend a pavement section consisting of at least a 2 -inch -thick layer of 1/2 -inch hot mix asphalt (HMA) (PG 58-22) conforming to Sections 5-04 and 9-03 of the WSDOT Standard Specifications, over a 6 -inch -thick layer of densely compacted crushed rock base course conforming to Section 9-03.9(3) of the WSDOT Standard Specifications. In heavy-duty pavement areas (for example, entry driveways or delivery areas) around the building, we recommend a pavement section consisting of at least a GEOENGINEERSQ July 20, 2010 Page 21 File No. 8039-008-00 MUSEUM OF FLIGHT SPACE SHUTTLE GALLERY Tukwila, Washington 3 -inch -thick layer of 1/2 -inch HMA (PG 58-22) over a 6 -inch -thick layer of densely compacted crushed rock base course. These pavement sections must be underlain by at least 12 inches of either on-site soil or imported structural fill compacted to at least 95 percent of maximum dry density as discussed above in the Subgrade Preparation section. We recommend that proof -rolling of the compacted subgrade be observed by a representative from our firm prior to placing the crushed rock base course. Soft or yielding areas observed during proof -rolling may require overexcavation and replacement with compacted structural fill. LIMITATIONS We have prepared this report for the exclusive use of the Museum of Flight and members of the design team for the Space Shuttle Gallery project at the Museum of Flight in Tukwila, Washington. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Please refer to the appendix titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. REFERENCES Ensoft, Inc., 2006, "LPile Plus, Version 5.0.27." Idriss, I.M. and Boulanger, R.W. (2008), "Soil Liquefaction During Earthquakes." Earthquake Engineering Research Institute (EERI), Monograph MNO-12. International Code Council, 2006, "International Building Code." King County Parcel Information <http:// www.metrokc.gov/gis/iMAP. Moss, R.E.S. (2003). "CPT -Based Probabilistic Assessment of Seismic Soil Liquefaction Initiation," Ph.D. Thesis, University of California, Berkeley Tokimatsu, K. and Seed, H.B. (1987). "Evaluation of Settlement in Sands due to Earthquake Shaking," Journal of Geotechnical Engineering, ASCE, Vol. 113, No. 8, August 1987, pp. 861-878. Page 22 Juty 20, 2010 GeoEngineers, Inc. File No, 8039-008-00 MUSEUM OF FLJGHT SPACE SHUTTLE GALLERY Tukwila, Washington Troost, K., Booth, D., Wisher, A., and Shimal, A., 2005, "The Geologic Map of Seattle - A Progress Report" U.S. Geological Survey Open -File Report 2005-1252. United States Geological Survey - Earthquake Hazards Program - Quaternary Fault and Fold Database of the United States, accessed via http://earthquake.usgs.gov/regional/gfaults on June 14, 2010. United States Geological Survey - National Seismic Hazard Mapping Project - Interactive Deaggregations, accessed via http://eqint.crusgs.gov/eq/html/deaggint.html on June 14, 2010. United States Geological Survey, "Earthquake Hazards Program, Interpolated Probabilistic Ground Motion for the Conterminous 48 States by Latitude and Longitude, 2002 data. Washington Administrative Code (WAC), Title 296, Part N, "Excavation, Trenching and Shoring." Washington State Department of Transportation, 2006, "Standard Specifications for Road, Bridge and Municipal Construction." Yount, et al., 1993, "Geologic Map of Surficial Deposits in the Seattle 30' x 60' Quadrangle, Washington", U.S. Geological Survey Open -File Report 93-233. GEOENGINEERS� July 20, 2010 !Page 23 File No. 8039-008-00 2 a Space Shuttle Gallery East Marginal Way O O 00 O O 0 o) c to w m 0 Z E a) 0 0 j 0) y 2 0 C 00 0 0 Total Metals9 (mg/kg) Barium - 30 Chromium - 10 Barium - 14 Chromium - 7.7 Barium - 22 Chromium - 9.1 Barium - 2,000 Chromium VI - 19 Chromium III - 2,000 9 E y m 0 a: 0 O 6 1 r u) d 51.5 to c c o c 0 Non -Carcinogenic PAHs6 (mg/kg) 0 C e N r ca O OO <0.0073 O 0 Fluoran- thene 1f; O. Phenan- threne o• O O <0.0071 <0.0073 0 C O °� > E 1 coo > X ':9^) ,7r . ti r o O O v r 0) (0 to 0 ci r m E w �..' 1 0 O V 1 m m , 5 O O V 1 co O O Petroleum Hydrocarbons (mg/kg) Heavy 011 Range4 to V N V IQ V o O O N Diesel Range4 i6s4•w, �� co v co v N v O O O N Gasoline Range3 'sr ca V cri V ui V co 00 Field Screening Headspace (Ppm) v v v MTCA Method A or B Cleanup Levels Sheen CO C CO C CO C +' 00 Vi�"' v ',ti a EL "cI 0', iT tl U N to N N0 O in 0 01d 0 a TOL to 0 ill - 0 o 06/03/10 06/03/10 N 0 0 a N I13-1-2.5, B-4-2.5 Comp. B-2-2.5, B-3-2.5 Comp. B-1-5.0, B-2-5.0, B-3-5.0, B-4-5.0 Comp. a 0 U 90 O s o V 0 E 0 (0 aa, m d @ o 0) co 0 c o O K0 O' a (0 C J E C o o N 0 ? VoTo Ecaco ao J E = y O y C o (0i 3Q . Ot-i 0 N N 0) + C L 0 0 0) U 0 > 15 2 U V o j C_ '0 T N O CO O C V m O O O C 00 oY`0 000 co rV V C 13 O. CO .0-, V D a CO J 0 O N M N '.j C Q -=.,E; 7 O O U a r- t -1 l0 O N -0o ` c m° 3 o8 w V U > 9 c 0 C .o a) C X 'N - J D a O 0 N O 0 H ,...• N I- 1° o. m a 0 0 T E V aN, d 'O 3 a '0 o N N 07 d N LL N II O a> EW m a o 0 0 2 2 K N > 0 ( 0 S N O E 0 a 1, (a 0 0 x d C Z3 la \ E 4-.,,, J L N r- N EO N nIl L 0 4, J N m .0 a co 2 O J L E O •O Z ) C 0 00 OJO 00 0, C U L N 0 �, t C 2 0 0 C Q x'0 N SON, > 00) ami 0 o a o° m_ a L _ L >, 0 N O J F N . la L+ « N C O 0 c L 7. 0 a) 'C a Z L U Z a C (7, i. 'N 5-v°> O 0 II 4' 0 Z c c 9 e•i ,L., u0 1 N c> 0 O (0 o r a d a w 0) c o U C 0N 12 Z J �` \ Q1 c, 0) O` T 0 @ a 0 C0 m0 N O 0 w 0) U O O = m O U 0 a; C ,C ? -2 Q a < 0 y 0.0 l0 c 2 G) . (3 a a w (0 c o 0)) 3 0 m 'o i 0 00, Y 't 0 YO O 1 a t Q 0 'O ° a) J O N NN T >O, V V a T C ,t'_+ L > V 0 C n o 0 E J O 0 a7 V_ E 0 a C 0 C f0 O 30 j C� C,_,c,),5 +8 u, O 0 00 `0 N m v ao c o 0 0 3 00) O U .5' 0 E O L c 0 N C 0 U E J C II .0 O L 2tp E uco o ff. T 7'0' > Eo L nsn u ai (n N 0 O u> 0. H d U �r E.o c r) (0 (0 ne = not established nd = not detected Z Bolding indicates analyte was detected. GEOENGINEERSQ Notes: 1. The locations of all features shown are approximate. 2. This drawing is for information purposes. It is intended to assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and content of electronic files. The master file is stored by GeoEngineers, Inc. and will serve as the official record of this communication. 3. It is unlawful to copy or reproduce all or any part thereof, whether for personal use or resale, without permission. Data Sources: ESRI and Microsoft Bing Transverse Mercator, Zone 10 N North, North American Datum 1983 North avow oriented to grid north Museum of Flight Space Shuttle Gallery Tukwila, Washington c m J Boring by GeoEngineers, 2010 Cone Penetration Test by GeoEngineers, 2010 Cone Penetration Test by Shannon & Wilson, 2001 Cross -Section Location ." a a U 1° 11n N +rr ce c U ' Q a. 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d 50 t Q. w C 60 70 80 90 ----------------- ---------- 100 5 kips 10 kips 20 kips GEOENGINEERS Earth Science + Technology MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 5 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 4/28/2010 -5 0 0 10 20 ---- 30 - 30 40 50 - Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed Head Static Soil Profile Shear (kips) 5 10 15 20 25 70 - 80 - • 90 ---- 100 5 kips 10 kips 20 kips GEOENGINEERS..g Earth Science + Technology SHEAR VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 6 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Fixed Head. w/ lig to 30 ftxls 8039-008-00 4/28/2010 0 10 20 30 40 -0.5 w a) 50 A # c G 60 — 70 80 90 100 0 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile Deflection (in) 0.5 1 1.5 2 5 kips 10 kips 15 kips GEOENGINEERS...0 Earth Science + Technology DEFLECTION VS DEPTH , FIXED HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 7 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - 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Free Head w Liq to 30 ft.xls Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Se 8039-008-00 4/28/2010 Museum of Flight Space Shuttle Gallery 18 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Shear (kips) -20 -15 -10 -5 0 5 10 15 20 5 kips 10 kips 15 kips GEOENGINEER Earth Science + Technology SHEAR VS DEPTH, FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 15 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 7/16/2010 XXX:XXX:rbm 0 10 20 30 40 w w 50 43 60 70 80 90 100 -0.1 -0.05 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Static Soil Profile Deflection (in) 0 0.05 0.1 0.15 0.2 5 kips 10 kips 20 kips GEOENGINEERSZ; Earth Science + Technology DEFLECTION VS DEPTH , FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 16 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 7/16/2010 XXX:XXX:rbm -150 0 10 20 30 40 d :1--• 50 t c 60 70 -100 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Static Soil Profile Moment (kip -ft) -50 0 50 80 - 90 100 5 kips 10 kips 20 kips GEOENGINEERS� Earth Science + Technology MOMENT VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 17 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Static - Fixed Head.xls 8039-008-00 7/16/2010 XXX:XXX:rbm -5 0 0- 10 20 30 40 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed Head Static Soil Profile Shear (kips) 5 10 15 20 25 60 - 70 80 90 - 100 ^5 kips 10 kips 20 kips GEOENGINEERSI2 Earth Science + Technology SHEAR VS DEPTH, FIXED -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 18 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Fixed Head. w/ liq to 30 ftxls 8039-008-00 7/16/2010 0 10 20 -0.5 30 -r 40 cu .4- 50 0 60 — 70 80 90 100 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Fixed -Head Seismic (Liquefied) Soil Profile Deflection (in) 05 1 1.5 2 kips kips 15 kips GEOENGINEERS...0 Ewe Science + Technology DEFLECTION VS DEPTH , FIXED HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 19 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - 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Earth Science + Technology SHEAR VS DEPTH, FREE -HEAD CONDITION, STATIC SOIL PROFILE FIGURE 24 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Free Head w Liq to 30 ft.xls 8039-008-00 7/16/2010 E X X X X w 0 10 20 30 40 50 -5 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Deflection (in) 5 10 15 20 c 60 - - 70 80 90 100 5 kips 10 kips GEOENGINEERS Ealth Science + Technology DEFLECTION VS DEPTH , FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 25 Sharepoint:\8\8039008\00\Technical Analysis\ILPile\Seismic - Free Head w Liq to 30 ft.xls 8039-008-00 7/16/2010 XXX:XXX:rbm 0 10 20 30 40 a) 50 C 60 70 80 90 100 -50 0 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile Moment (kip -ft) 50 100 150 200 250 5 kips 10 kips GEOENGINEERS...10 Earth Science + Technology MOMENT VS DEPTH, FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 26 Shanepoi nice|Analysis\LPile\Seismic'FreeHeadvxUqto3Oft.xls 8839'008'00 7/16/2010 Museum of Flight Space Shuttle Gallery 16 -inch Diameter Steel Pipe Pile: Free -Head Seismic (Liquefied) Soil Profile -20 -15 -10 -5 0 10 20 30 40 w 50 w0 60 70 80 90 100 Shear (kips) 5 10 ------ -- - ----- 15 20 •5 kips 10 kips GEOENGINEERS...0 Earth Science + Technology SHEAR VS DEPTH, FREE -HEAD CONDITION, LIQUEFIED SOIL PROFILE FIGURE 27 •/ • • • • • • • • APPENDIX A Field Explorations i /7 _ ."� /� / /T-9 • APPENDIX A FIELD EXPLORATIONS General Subsurface conditions at the site were explored on May 17, 2010 by advancing one CPT probe (CPT -1) and on June 3 and 4, 2010 by drilling four borings (GEI-1 through GEI-4) at the approximate locations shown on Figure 2. The approximate exploration locations were established in the field by measuring distances from existing site features. The CPT was completed to a depth of about 105 feet using truck -mounted equipment owned and operated by In Situ Engineering of Snohomish, Washington (previously Northwest Cone Exploration). The borings were completed to depths ranging from 15 to 141.5 feet using truck -mounted mud rotary drilling equipment owned and operated by Gregory Drilling of Redmond, Washington. The borings were continuously monitored by a representative from our firm who examined and classified the soils encountered, obtained representative soil samples, and observed groundwater conditions. Our representative maintained a detailed log of each boring. Disturbed samples of the representative soil types were obtained using a 2 -inch outside diameter Standard Penetration Test (SPT) split -spoon sampler. One relatively undisturbed sample was obtained at a depth of about 73 feet by pushing a Shelby tube. The soils encountered in the borings were typically sampled at 5- to 10 -foot vertical intervals with the SPT split -spoon sampler through the full depth of the explorations. SPT sampling was performed using a 2 -inch outside diameter split -spoon sampler driven with a standard 140 -pound hammer in accordance with ASTM D 1586. During the test, a sample is obtained by driving the sampler 18 inches into the soil with a hammer free -falling 30 inches. The number of blows required for each 6 inches of penetration is recorded. The Standard Penetration Test resistance ("N -value") of the soil is calculated as the number of blows required for the final 12 inches of penetration (blows/foot). This resistance, or N -value, provides a measure of the relative density of granular soils and the relative consistency of cohesive soils. If the high penetration resistance encountered in the very dense soils precluded driving the total 18 -inch sample interval, the penetration resistance for the partial penetration is entered on logs as follows: if the penetration is greater than 6 inches and less than 18 inches, then the number of blows is recorded over the number of inches driven; 30 blows for 6 inches and 50 for 3 inches, for instance, would be recorded as 80/9". The blow counts are shown on the boring logs at the respective sample depths. The Standard Penetration Test is a useful quantitative tool from which soil density/consistency was evaluated. Soils encountered in the borings were classified in the field in general accordance with ASTM D 2488, the Standard Practice for Classification of Soils, Visual -Manual Procedure, which is summarized in Figure A-1. The boring log symbols are also described in Figure A-1, and logs of the borings are provided as Figures A-2 through A-5. Field screening was performed on soil samples from the borings for indications of evidence of petroleum hydrocarbons and volatile organic compounds using visual, water sheen screening and headspace vapor screening. Field screening evidence of petroleum concentrations in soil at levels GEOENGINEERS_O July 20, 2010 Page A-1 Re No. 8039-008-00 of regulatory concern may include moderate to heavy sheens, elevated headspace vapors and/or obvious petroleum odors. No sheens or vapors were detected in the soil. The borings were backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. One -inch -diameter HDPE tubing and a thermistor string were installed in GEI-1 prior to grouting. A flush monument was installed at the surface of GEI-1, the other borings were patched with quick -set concrete. Ground surface elevations at the boring locations were not surveyed and were estimated from the site survey map; therefore, the elevations may only be accurate to the nearest foot. Cone Penetrometer Tests The CPT is a subsurface exploration technique in which a small -diameter steel tip with adjacent sleeve is continuously advanced with hydraulically operated equipment. Measurements of tip and sleeve resistance allow interpretation of the soil profile and the consistency of the strata penetrated. The tip resistance, friction ratio and pore water pressure are recorded on the CPT log. The log of the CPT probe is presented in Figure A-6. The CPT probe was advanced to a depth of about 105 feet below the existing ground surface. The CPT probe was backfilled in general accordance with procedures outlined by the Washington State Department of Ecology. Page A-2 July 20, 2010 GeoEngineers, Inc. Rio No. 8039-008-00 SOIL CLASSIFICATION CHART MAJOR DMSIONS SYMBOLS TYPICAL DESCRIPTIONS. GRAPH LETTER COARSE GRAINED SOILS MORE THAN 50% RETAINED ON NO, 200 GRAVEL AND GRAVELLY SOILS MORE THAN 50%OF COARSE FRACTION RETAINED ON NO, 4 SIEVE CLEAN GRAVELS (UTILE OR NO FNES) o' U 0 j Q°. I\ GW WELL-GRADEDGRAVELS,GRAVEL- SANDMNXNREs 0 O 0 O C 00 GP POORLY -GRADED GRAVELS, GRAVEL - SAND MIXTURES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) 0 o ° 0 GM SILTY IX UGRAVELS, GRAVEL - SAND - SILT A GCCLAYEY GRAVELS, GRAVEL -SAND - CLAY MURURES SAND AND SANDY SOILS MORE THIN 50% OF COARSE FRACTION PASSING NO.4 SIEVE CLEAN SANDS M1ITTLE OR NO FNES) • : • SW LLDS WERADED SANDS, GRAVELLY SG SP POORLYGRADED SANDS, GRAVELLY SAND SANDS WITH FINES (APPRECU E AMOUNT OF FINES) • �� SM SILTY SANDS, SAND- SILT MIXTURES J �/ /y SC CLAYEY MU(TURESSANDS, SAND - CLAY FINE GRAINED SOILS MORE THAN 50%INORGANIC PASSING NO Zoo SIEVE SILTS AND LESS so CLAYS DAL INORGANIC SILTS, ROCK FLOUR, CLAYEY SILTS W RN SLIGHT PLASTICITY / CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS �vcuvs. SILTY CLAYS, LEAN OL ORGANK: SILTS AND ORGANIC SILTY CLAVE OF LOW PLASTICRY SILTSADupuroLMR CLAYS GREATER THAN 50 MH SILTS, MICACEOUS OR DIATOMACEOUS SILTY SOILS -J/-T/I -1- //- /, /// CH -- - ISS CLAYS OF HIGH OH MEDOUM TO HIGH CLAYS AND SILTSPLASTICRV OF MEDIUM HIGHLY ORGANIC SOILSDT PEAT, HUMUS, SWAMP SOLS WITH HIGH ORGANIC CONTENTS ... a 8 " NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Sampler Symbol Descriptions II LI • 2.4 -inch I.D. split barrel Standard Penetration Test (SPT) Shelby tube Piston Direct -Push Bulk or grab Blowcount Is recorded for driven samplers as the number of blows required to advance sampler 12 inches (or distance noted). See exploration log for hammer weight and drop. A "P" indicates sampler pushed using the weight of the drill rig. ADDITIONAL MATERIAL SYMBOLS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER /\/\/i\ /\/\//\ CC Cement Concrete AC Asphalt Concrete IIS:: • CR Crushed Rock/ Quarry Spalls • TS Topsoil/ Forest Duff/Sod Measured groundwater level in exploration, well, or piezometer Groundwater observed at time of exploration y Perched water observed at time of exploration Measured free product In well or piezometer Graphic Loa Contact Distinct contact between soil strata or geologic units /Approximate location of soil strata change within a geologic soil unit YoF AL CA CP CS DS HA MC MD OC PM PP SA TX UC VS NS SS MS HS NT • Material Description Contact Distinct contact between soil strata or geologic units Approximate location of soil strata change within a geologic soil unit Laboratory / Field Tests Percent fines Atterberg limits Chemical analysis Laboratory compaction test Consolidation test Direct shear Hydrometer analysis Moisture content Moisture content and dry density Organic content Permeability or hydraulic conductivity Pocket penetrometer Sieve analysis Triaxial compression Unconfined compression Vane shear Sheen Classification No Visible Sheen Slight Sheen Moderate Sheen Heavy Sheen Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made; they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS GEOEPI6INEERS� FIGURE A-1 e Start End Total 141.5 Depth (ft) Logged By MJP Checked By NLT Duller Gregory Drilling Drilling SPT/Mud Rotary Method Drilled 6/3/2010 6/4/2010 Surface Elevation (ft) 16.0 Vertical Datum Hammer Automatic Data 140 (lbs) / 30 (in) Drop Drilling CME -85 Equipment Latitude Longitude System N/A Datum Groundwater Depth to Date Measured Water tfit Elevation MI _ Notes: 6/4/2010 3.8 12.2 11'1 'd. vo I'os b S s '° ' Elevation (feet) z Io m c�''i� o U o m cn o <n o Depth (feet) CS. 1 I i_ _1_111_ —1 1 1 1 1 I i i i 1 I I i I 1 1 i i i 1 1 i t i 11 i i i FIELD DATA Graphic Log Group Classification MATERIAL DESCRIPTION m 0 r 0) Headspace Vapor (ppm) ti REMARKS Interval Recovered (in) Blows/foot Collected Sample Sample Name Testing Water Level 1 18 1 18 7 8 ] 10 Figure 2 1/18" 4 3 6 A-1 for 2 3- 4 5 6 explanation of 1,:.:. symbols. !1! AC -\1V2 inches asphalt, 4 inches base course 7 - NS NS MC=20% MC=38% %F=27 MC=28% •..-. !r <!f SM SM - - Brown silty fine to medium sand (loose, moist) - (fill?) - _ Dark brown silty fine to medium sand (very _ loose, wet) - SP -SM Dark gray fine to medium sand with silt (loose, - wet) _ - - - - SP Dark gray fine to medium sand with trace of silt 1_ (very loose, wet) - - - - - Grades to fine to medium sand with trace silt - Grades to loose to medium dense - - - Log of Boring GEI-1 G EO E N G I N E E RS //®' -�®' Project: Project Location: Project Number: Museum of Flight Space Shuttle Gallery Tukwila, Washington 8039-008-00 Figure A-2 Sheet 1 of 4 ♦ • Elevation (feet) —�O 8 0 35 2 d c Recovered (in) FIELD DATA O Em m E N la g v z d m m p c C E w CO U (01- Water Level S' a 0 MATERIAL DESCRIPTION m N REMARKS v 40--I 12 6 45 — _4 —,yh _po 50--I14 14 55 — 60—I 18 4 65 - -yo 70 —yh • 1 75 — iso° 18 1/18" 7 8 9 10 11 • • Note: See Figure A-1 fo explanation o symbols. • SM Gray silty fine sand (medium dense, wet) - Grades to loose ML _ Dark gray silt with fine sand and trace organic - matter (very soft, wet) MC=23% %F=6 MC=32% MC=40% AL; MC=44% CS; MC=47% • Log of Boring GEI-1 (continued) s G EO E N G I N E E R S //®7 Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-2 Sheet 2 of 4 , Elevation (feet) FIELD DATA m o `s MATERIAL ID. ii2 0 9 m �, DESCRIPTION R a REMARKS .. > - �u n c m r a y c w" Z 8 0 zi d 7 N m O t7 cc m 2. U co r CO (0 U co = S - 80 18 1/18" 12 — — AL; MC=46% 85 — _10 — - 90 14 18 13 Possible sand tense - 95— ��h —�h _90 _gh • 100 —I 14 26 105- 110 05- 110 18 47 115— 14 1.5 - SM Gray silty fine to medium sand (medium dense, _ wet) Grades to dense with shell fragments Note: See Figure A-1 for explanation of symbols. ML Gray fine sand silt (medium stiff to stiff, wet) MC=26% %F=14 Gravel layer at 106 feel • Log of Boring GEI-1 (continued) G EO E N G I N E E R S �®. Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-2 Sheet 3 of 4 • FIELD DATA Graphic Log Group Classification MATERIAL DESCRIPTION m t m Headspace Vapor (ppm) REMARKS Elevation (feet) Depth (feet) Interval Recovered (in) o m Collected Sample Sample Name Testing Water Level 1 18 6 16 ,77 0 J !� � u 18 1/18" 17 Gray clayey silt with trace fine sand and shell fragments (very soft, moist) _ AL; %M=41 1 18 1/18" 18 = AL: %M=40 J1633 '. •� SM Gray silty fine to medium sand with shell - fragments and trace gravel (dense, wet) _ 19 Bluish gray clayey silt with trace silt and fine _ _ - sand (very stiff, wet) - 1401 8 by = 29 20 - - MC=31% Note: See Figure A-1 for explanation of symbols. I Log of Boring GEI-1 (continued) 1 G EO E N G I N E E R Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-2 Sheet 4 of 4 Start End Total 16.5 Depth (ft) Logged By MJP Checked By NLT Diller Gregory Drilling Drilling SPT/Hollow-stem Auger Method Drilled 6/3/2010 6/3/2010 Surface Elevation (ft) 16 0 Vertical Datum Hammer Automatic Data 140 (lbs) / 30 (in) Drop Drilling CME -85 Equipment Collected Sample Sample Name Testing Latitude Longitude System N/A Datum Groundwater Elevation (ft' Depth to Date Measured Water (ftt _ Notes: Auger Data: 4'h -inch I.D; 9 -inch O.D. •• 6/3/2010 9.5 6.5 Ss I'o 's Elevation (feet) o o Depth (feet) I i i i i I i 1 1 1 1 i i i i I FIELD DATA Graphic Log Group Classification MATERIAL DESCRIPTION Sheen ., E a m 2 - S 7 REMARKS Interval Recovered (in) a 'a G co Collected Sample Sample Name Testing Water Level 11.It AC - \2 inches asphalt; 6 inches base course 15 1 18 1 14 11 4 2 I/18" I 2 3 4 SP -SM - Dark gray fine sand with silt (medium dense, - moist) = = F Grades to loose — NS NS NS NS MC=4% %F=7 SP -SM _ Brown fine sand with silt (very loose, wet) — - SM _ Dark gray silty fine sand (very loose, wet) _ - 15 ---1 O- Note: See 18 Figure A-1 for explanation of symbols. I Log of Boring GEI-2 G EO E N G I N E E R SJ //®7 -�" Project: Project Location: Project Number: Museum of Flight Space Shuttle Gallery Tukwila, Washington 8039-008-00 Figure A-3 Sheet 1 of 1 ♦ Log of Boring GEI-3 N Gre o Drilling Driller Gregory g G EO E N G I N E E R Project: Museum of Flight Space Shuttle Gallery Project Location: Tukwila, Washington Project Number: 8039-008-00 Figure A-4 Sheet 1 of 1 Hammer Automatic Data 140 lbs) / 30 (in) Drop Start End TotalLogged Depth (ft) 16'5 By MJP Checked By NLT Gre o Drilling Driller Gregory g Drilling g Method SPT/Hollow-stem Auger Drilled 6/3/2010 6/3/2010 Surface Elevation (ft) 16.9 Vertical Datum Hammer Automatic Data 140 lbs) / 30 (in) Drop Drilling CME -85 Equipment Collected Sample Sample Name Testing Latitude Longitude System N/A Datum Groundwater Elevation (ftl Depth to Date Measured Water MI Notes: Auger Data: 4% -inch I.D; 9 -inch O.D. ♦ 6/3/2010 9.5 7.4 • I i i I i N 'o 'S Elevation (feet) N o N o Depth (Feet) i I i i i i I i i i 1 1 1 i i i 1 FIELD DATA Graphic Log Group Classification MATERIAL DESCRIPTION Sheen Headspace Vapor (ppm) 1 REMARKS Interval Recovered (in) Blows/foot Collected Sample Sample Name Testing Water Level 118 118 1 18 1 18 12 7 3 I/18" 1 2 3• 4 Y 1. y AC -\2 inches asphalt; 7 inches base course NS NS NS SP - Dark gray fine sand with trace silt (medium - dense, moist) - - SP -SM Dark gray fine sand with silt (loose to medium — dense, moist) — With occasional lenses of silty fine sand — — Grades to very loose and wet SM Dark gray silty fine sand (very loose, wet) - Figure A-1 for explanation of symbols. Note: See • Start End TotalLogged Depth (ft) 16.5 By MJP Checked By NLT Driller Gregory Drilling Drilling Method SPT/Hollow-stem Auger Drilled 6/3/2010 6%3/2010 Surface Elevation (ft) 16.0 Vertical Datum Hammer Automatic Data 140 (lbs) / 30 (in) Drop Drilling CME -85 Equipment Latitude Longitude System N/A Datum Groundwater Depth to Date Measured Water (11).Elevation 16) Notes: Auger Data: 4Y. -inch I.D; 9 -inch O.D. 6/3/2010 9.5 6.5 0 0 z 0 5 S w 0 O HF d O 2 6 5 a 1 4 Log of Boring GEI-4 FIELD DATA Graphic Log Group Classification MATERIAL DESCRIPTION Sheen Headspace Vapor (ppm) V REMARKS Interval Recovered (in) o a a 9_ Collected Sample Sample Name Water Level iS I15 118 112 10 9 6 1/I8" 1- 2 3 4: i AC 4 inches asphalt; 6 inches base course NS NS NS NS MC=54% %F=39 SP-SM ...,-- Dark brown fine sand with silt (loose, moist) - Grades to loose to medium dense — 15718 O Note: See t. SP -SM Dark brown fine sand with silt and occasional gravel (loose, wet) — SM `! Dark brown silty fine sand with trace organic matter (very loose, wet) - — - Figure A-1 for explanation of symbols. 4 Log of Boring GEI-4 G EO E N G I N E E RS //® Project: Project Location: Project Number: Museum of Flight Space Shuttle Gallery Tukwila, Washington 8039-008-00 Figure A-5 Sheet 1 of 1 Sharepoint\Working\Figure A-6.ppt NLT:niu 6-22-10 Tip Resistance Qt TSF 0 0 1 I 20 40 Depth 60 (e) 80 Operator. Witthus Sounding: CPT -1 Cone Used: DSG1015 Friction Ratio Fs/C)1 (%) 400 0 -- r 100 ^ -L- -'--'-- 120 1 Th CPT Date/time: 5/17/2010 11:45:56 AM Location: Museum of Flight Space Shuttle Gallery Job Number: 8039-008-00 Pore Pressure Pw PSI 4 -10 Maximum Depth = 105.32 feet 50 Soil Behavior Type' Zane: UBC -1983 0 12 -nil l l jr( 11"IYI1t,(1 i i tP,1 1„nkt 1 1 1 1 L I 11- 1 I I 11 11 11 ii 11 11 111 1LLIrJJ1 1.1. 1. lib I 1 1 III 11 11 111 iii 111 111 Depth Increment = 0.131 feet SPT N' 60% Hammer 0 50 ® 1 sensitive Ane grained • 4 silty clay to day • 7 silty sand to sandy silt • 10 gravelly sand to sand ® 2 organic material e 5 clayey silt to silty clay ® 8 sand to silty sand • 11 very stiff fine grained (') • 3 clay • 6 sandy silt to clayey silt ® 9 sand • 12 sand to dayey sand (*) Pre-dAled top 18 inches. 'Soil behavior typo end SPT based on data from UBC -1983 In Situ Enyneering Cone Penetrometer Data Museum of Flight Space Shuttle Gallery Tukwila, Washington GEOENGINEERZ Figure A-6 . .. .`••_. • • • APPENDIX B Soil Physical Properties Testing for Geotechnical Engineering Purposes • • • . • APPENDIX B SOIL PHYSICAL PROPERTIES TESTING FOR GEOTECHNICAL PURPOSES Soil samples obtained from the explorations were transported to our laboratory and evaluated to confirm or modify field classifications, as well as to evaluate engineering properties of the soil samples. Representative samples were selected for laboratory testing consisting of moisture content testing, percent fines (material passing the U.S. No. 200 sieve), Atterberg Limits and consolidation characteristics. The tests were performed in general accordance with test methods of the American Society for Testing and Materials (ASTM) or other applicable procedures. Moisture Content Testing Moisture contents tests were completed in general accordance with ASTM D 2216 for representative samples obtained from the explorations. The results of these tests are presented on the exploration Togs in Appendix A at the depths at which the samples were obtained. Percent Passing U.S. No. 200 Sieve (%F) Selected samples were "washed" through the No. 200 mesh sieve to estimate the relative percentages of coarse and fine-grained particles in the soil. The percent passing value represents the percentage by weight of the sample finer than the U.S. No. 200 sieve. These tests were conducted to verify field descriptions and to estimate the fines content for analysis purposes. The tests were conducted in accordance with ASTM D 1140, and the results are shown on the exploration logs at the respective sample depths. Atterberg Limits Atterberg limits tests were used to classify the soils as well as to help determine the consolidation characteristics of the soils. The liquid limit and the plastic limit were determined in general accordance with ASTM D 4318. The results of the Atterberg limits testing are summarized on Figure B-1. The plasticity chart relates the plasticity index (liquid limit minus the plastic limit) to the liquid limit. Consolidation Tests A one-dimensional consolidation test was conducted on one relatively undisturbed soil sample extruded from the Shelby tube sample collected in Boring B-1. We conducted the test in general accordance with ASTM D 2435, using a fixed -ring consolidometer. The primary purpose of the consolidation test is to aid in the estimation of potential consolidation and secondary settlement upon placement of the earthen embankment Toads. Figure B-2 summarizes the consolidation test result. GEOENGINEERSI July 20, 1020 Page B-1 File No. 8039-008-00 • .. • • -• • APPENDIX C Soil Chemical Analytical Testing for Environmental Purposes ATTACHMENT C SOIL CHEMICAL ANALYTICAL TESTING FOR ENVIRONMENTAL PURPOSES Analytical Methods Chain -of -custody procedures were followed during the transport of the soil sample(s) to the testing laboratory. The samples were held in cold storage pending extraction and/or analysis. The analytical results, analytical methods reference and laboratory quality assurance/quality control (QA/QC) records are included in this attachment. Analytical Data Review The laboratory maintains an internal quality assurance program as documented in its laboratory quality assurance manual. The laboratory uses a combination of blanks, surrogate recoveries, duplicates, matrix spike recoveries, matrix spike duplicate recoveries, blank spike recoveries and blank spike duplicate recoveries to evaluate the analytical results. The laboratory also uses data quality goals for individual chemicals or groups of chemicals based on the long-term performance of the test methods. The data quality goals were included in the laboratory reports. The laboratory compared each group of samples with the existing data quality goals and noted any exceptions in the laboratory report. Data quality exceptions documented by the accredited laboratory were reviewed by GeoEngineers and are addressed in the data quality exception section of this attachment. Data Quality Exception Summary No quality control exceptions were noted by the testing laboratory. It is our opinion that the analytical data are of acceptable quality for their intended use in this report. GEOENGINEERS July 20, 2010 Page C-1 File No. 8039-008-00 OnSite Environmental Inc. 14648 NE 95`" Street, Redmond, WA 98052 • (425) 883-3881 June 17, 2010 Nancy Tochko GeoEngineers, Inc. 600 Stewart, Suite 1700 Seattle, WA 98101-1233 Re: Analytical Data for Project 8039-008-00 Laboratory Reference No. 1006-075 Dear Nancy: Enclosed are the analytical results and associated quality control data for samples submitted on June 9, 2010. The standard policy of OnSite Environmental Inc. is to store your samples for 30 days from the date of receipt. If you require longer storage, please contact the laboratory. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning the data, or need additional information, please feel free to call me. Sincerely, David Baumeister Project Manager Enclosures OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Case Narrative 2 Samples were collected on June 3, 2010 and received by the laboratory on June 9, 2010. They were maintained at the laboratory at a temperature of 2°C to 6°C. General QA/QC issues associated with the analytical data enclosed in this laboratory report will be indicated with a reference to a comment or explanation on the Data Qualifier page. More complex and involved QA/QC issues will be discussed in detail below. NWTPH Gx Analysis Method 5035 VOA vials were not provided for samples B -1-2.5,B-4-2.5 Comp., B -2-2.5,B-3-2.5 Comp. and B -1 -5.0,B- 2 -5.0,B -3-5.0,B-4-5.0 Comp. These samples were therefore composited from 4 -ounce jars, extracted and analyzed. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page. Volatiles EPA 8260B Analysis Method 5035 VOA vials were not provided for sample B -2-2.5,B-3-2.5 Comp. The sample was therefore composited from two 4 -ounce jars. Any other QA/QC issues associated with this extraction and analysis will be indicated with a footnote reference and discussed in detail on the Data Qualifier page. OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Client ID ANALYTICAL REPORT FOR SAMPLES Laboratory ID Matrix Date Sampled Date Received Notes 3 B-1-2.5 06-075-01 Soil 6-3-10 6-9-10 B-1-5.0 06-075-02 Soil 6-3-10 6-9-10 B-2-2.5 06-075-04 Soil 6-3-10 6-9-10 B-2-5.0 06-075-05 Soil 6-3-10 6-9-10 B-3-2.5 06-075-07 Soil 6-3-10 6-9-10 B-3-5.0 06-075-08 Soil 6-3-10 6-9-10 B-4-2.5 06-075-10 Soil 6-3-10 6-9-10 B-4-5.0 06-075-11 Soil 6-3-10 6-9-10 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 NWTPH-Gx Matrix: Soil Units: mg/kg (ppm) 4 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B -1-2.5,B-4-2.5 Comp. Laboratory ID: 06-075-01,10 Comp. Gasoline ND 6.4 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 96 55-127 Client ID: B -2-2.5,B-3-2.5 Comp. Laboratory ID: 06-075-04,07 Comp. Gasoline ND 5.5 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Fluorobenzene Client ID: Laboratory ID: Percent Recovery Control Limits 93 55-127 B -1 -5.0,B -2-5.0,B-3-5.0, B-4-5.0 Comp. 06-075-02,05,08,11 Comp. Gasoline ND 5.9 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 89 55-127 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 NWTPH-Dx Matrix: Soil Units: mg/Kg (ppm) Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B -1-2.5,B-4-2.5 Comp. Laboratory ID: 06-075-01,10 Comp. Diesel Range Organics Lube OiI Range Organics ND 28 NWTPH-Dx 6-14-10 6-14-10 ND 57 NWTPH-Dx 6-14-10 6-14-10 Surrogate: o-Terphenyl Client ID: Laboratory ID: Percent Recovery Control Limits 86 50-150 B -2-2.5,B-3-2.5 Comp. 06-075-04,07 Comp. Diesel Range Organics Lube OiI Range Organics ND 26 NWTPH-Dx 6-14-10 6-14-10 ND 53 NWTPH-Dx 6-14-10 6-14-10 Surrogate: Percent Recovery Control Limits o-Terphenyl 89 50-150 Client ID: Laboratory ID: B -1 -5.0,B -2-5.0,B-3-5.0, B-4-5.0 Comp. 06-075-02,05,08,11 Comp. Diesel Range Organics Lube Oil Range Organics ND 28 NWTPH-Dx 6-14-10 6-14-10 ND 55 NWTPH-Dx 6-14-10 6-14-10 Surrogate: o-Terphenyl Percent Recovery Control Limits 87 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 1 6 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B Page 1 of 2 Date Extracted: 6-9-10 Date Analyzed: 6-9-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: Client ID: 06-075-04,07 Comp. B -2-2.5,B-3-2.5 Comp. Compound Results Flags PQL Dichlorodifluoromethane ND 0.0011 Chloromethane ND 0.0053 Vinyl Chloride ND 0.0011 Bromomethane ND 0.0011 Chloroethane ND 0.0053 Trichlorofluoromethane ND 0.0011 1,1-Dichloroethene ND 0.0011 Acetone ND 0.0053 lodomethane ND 0.0053 Carbon Disulfide ND 0.0011 Methylene Chloride ND 0.0053 (trans) 1,2-Dichloroethene ND 0.0011 Methyl t -Butyl Ether ND 0.0011 1,1-Dichloroethane ND 0.0011 Vinyl Acetate ND 0.0053 2,2-Dichloropropane ND 0.0011 (cis) 1,2-Dichloroethene ND 0.0011 2-Butanone ND 0.0053 Bromochloromethane ND 0.0011 Chloroform ND 0.0011 1,1,1 -Trichloroethane ND 0.0011 Carbon Tetrachloride ND 0.0011 1,1-Dichloropropene ND 0.0011 Benzene ND 0.0011 1,2-Dichloroethane ND 0.0011 Trichloroethene ND 0.0011 1,2-Dichloropropane ND 0.0011 Dibromomethane ND 0.0011 Bromodichloromethane ND 0.0011 2-Chloroethyl Vinyl Ether ND 0.0053 (cis) 1,3-Dichloropropene ND 0.0011 Methyl Isobutyl Ketone ND 0.0053 Toluene ND 0.0053 (trans) 1,3-Dichloropropene ND 0.0011 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 7 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Lab ID: Client ID: VOLATILES by EPA 8260B Page 2 of 2 06-075-04,07 Comp. B -2-2.5,B-3-2.5 Comp. Compound Results Flags PQL 1,1,2 -Trichloroethane ND 0.0011 Tetrachloroethene ND 0.0011 1,3-Dichloropropane ND 0.0011 2-Hexanone ND 0.0053 Dibromochloromethane ND 0.0011 1,2-Dibromoethane ND 0.0011 Chlorobenzene ND 0.0011 1,1,1,2 -Tetrachloroethane ND 0.0011 Ethylbenzene ND 0.0011 m,p-Xylene ND 0.0021 o -Xylene ND 0.0011 Styrene ND 0.0011 Bromoform ND 0.0011 Isopropylbenzene ND 0.0011 Bromobenzene ND 0.0011 1,1,2,2 -Tetrachloroethane ND 0.0011 1,2,3-Trichloropropane ND 0.0011 n-Propylbenzene ND 0.0011 2-Chlorotoluene ND 0.0011 4-Chlorotoluene ND 0.0011 1,3,5-Trimethylbenzene ND 0.0011 tert-Butylbenzene ND 0.0011 1,2,4-Trimethylbenzene ND 0.0011 sec-Butylbenzene ND 0.0011 1,3 -Dichlorobenzene ND 0.0011 p-Isopropyltoluene ND 0.0011 1,4 -Dichlorobenzene ND 0.0011 1,2 -Dichlorobenzene ND 0.0011 n-Butylbenzene ND 0.0011 1,2-Dibromo-3-ch loropropane ND 0.0053 1,2,4-Trichiorobenzene ND 0.0011 Hexachlorobutadiene ND 0.0053 Naphthalene ND 0.0011 1,2,3-Trichlorobenzene ND 0.0011 Percent Control Surrogate Recovery Limits Dibromofluoromethane 88 66-128 Toluene -d8 108 68-126 4-Bromofluorobenzene 114 53-134 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010. Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/SIM Matrix: Soil Units: mg/Kg 8 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-1-2.5, B-4-2.5 Comp. Laboratory ID: 06-075-01,10 Comp. Naphthalene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 2 -Methylnaphthalene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 1 -Methylnaphthalene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthylene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Fluorene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Phenanthrene 0.014 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Anthracene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Fluoranthene 0.014 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Pyrene 0.012 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]anthracene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Chrysene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[b]fluoranthene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[k]fluoranthene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]pyrene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Indeno(1,2,3-c,d)pyrene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Dibenz[a,h]anthracene ND 0.0076 EPA 8270/SIM 6-10-10 6-10-10 Benzo[g,h,i]perylene ND 0.0076 EPA 8270/SIN1 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 78 45 - 101 Pyrene -d10 82 52 - 118 Terphenyl-d14 85 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/SIM Matrix: Soil Units: mg/Kg 9 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-2.5, B-3-2.5 Comp. Laboratory ID: 06-075-04,07 Comp. Naphthalene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 2 -Methylnaphthalene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 1 -Methylnaphthalene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthylene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Fluorene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Phenanthrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Anthracene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Fluoranthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Pyrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a]anthracene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Chrysene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[b]fluoranthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[k]fluoranthene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a]pyrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Indeno(1,2,3-c,d)pyrene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Dibenz[a,h]anthracene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Benzo[g,h,i]perylene ND 0.0071 EPA 8270/SIM 6-10-10 6-11-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 75 45 - 101 Pyrene -d10 83 52 - 118 Terphenyl-d14 83 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/SIM 10 Matrix: Soil Units: mg/Kg Date Date Analyte Result PQL Method Prepared Analyzed Flags B-1-5.0, B-2-5.0, B-3-5.0, Client ID: B-4-5.0 Comp. Laboratory ID: 06-075-02,05,08,11 Comp. Naphthalene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 2 -Methylnaphthalene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 1 -Methylnaphthalene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthylene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Acenaphthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Fluorene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Phenanthrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Anthracene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Fluoranthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Pyrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a]anthracene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Chrysene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[b]fluoranthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[k]fluoranthene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[a]pyrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Indeno(1,2,3-c,d)pyrene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Dibenz[a,hlanthracene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Benzo[g,h,i]perylene ND 0.0073 EPA 8270/SIM 6-10-10 6-11-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 78 45 - 101 Pyrene -d10 87 52 - 118 Terphenyl-d14 86 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PCBs by EPA 8082 Matrix: Soil Units: mg/Kg (ppm) 11 Date Date Analyte Result PQL Method Prepared Analyzed Flags Client ID: B-2.5, B-3-2.5 Comp. Laboratory ID: 06-075-04,07 Comp. Aroclor 1016 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1221 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1232 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1242 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1248 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1254 ND 0.053 EPA 8082 6-14-10 6-15-10 Aroclor 1260 ND 0.053 EPA 8082 6-14-10 6-15-10 Surrogate: Percent Recovery Control Limits DCB 70 46-122 OnSite Environmental, Inc. 14648 NE 9e Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B/7471A 12 Matrix: Soil Units: mg/kg (ppm) Date Date Analyte Result PQL EPA Method Prepared Analyzed Flags Lab ID: 06-075-01,10 Comp. Client ID: B -1-2.5,B-4-2.5 Comp. Arsenic ND 11 6010B 6-14-10 6-14-10 Barium 30 2.8 6010B 6-14-10 6-14-10 Cadmium ND 0.57 6010B 6-14-10 6-14-10 Chromium 10 0.57 6010B 6-14-10 6-14-10 Lead ND 5.7 60106 6-14-10 6-14-10 Mercury ND 0.28 7471A 6-15-10 6-15-10 Selenium ND 11 6010B 6-14-10 6-14-10 Silver ND 0.57 6010B 6-14-10 6-14-10 Lab ID: Client ID: 06-075-04,07 Comp. B -2-2.5,B-3-2.5 Comp. Arsenic ND 11 6010B 6-14-10 6-15-10 Barium 14 2.6 6010B 6-14-10 6-15-10 Cadmium ND 0.53 6010B 6-14-10 6-15-10 Chromium 7.7 0.53 6010B 6-14-10 6-15-10 Lead ND 5.3 6010B 6-14-10 6-15-10 Mercury ND 0.26 7471A 6-15-10 6-15-10 Selenium ND 11 6010B 6-14-10 6-15-10 Silver ND 0.53 6010B 6-14-10 6-15-10 Lab ID: Client ID: 06-075-02,05,08,11 Comp. B -1 -5.0,B -2 -5.0,B -3-5.0,B-4-5.0 Comp. Arsenic ND 11 6010B 6-14-10 6-15-10 Barium 22 2.7 6010B 6-14-10 6-15-10 Cadmium ND 0.55 6010B 6-14-10 6-15-10 Chromium 9.1 0.55 6010B 6-14-10 6-15-10 Lead ND 5.5 6010B 6-14-10 6-15-10 Mercury ND 0.27 7471A 6-15-10 6-15-10 Selenium ND 11 6010B 6-14-10 6-15-10 Silver ND 0.55 6010B 6-14-10 6-15-10 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mg/kg (ppm) Analyte METHOD BLANK Laboratory ID: Result 13 NWTPH-Gx QUALITY CONTROL Date Date PQL Method Prepared Analyzed Flags MB0610S 1 Gasoline ND 5.0 NWTPH-Gx 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits Fluorobenzene 94 55-127 Source Percent Recovery RPD Analyte Result Spike Level Result Recovery Limits RPD Limit Flags DUPLICATE Laboratory ID: 05-233-12 ORIG DUP Gasoline ND ND NA NA NA NA NA 30 Surrogate: Fluorobenzene 95 96 55-127 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mg/Kg (ppm) Analyte METHOD BLANK Laboratory ID: Result 14 NWTPH-Dx QUALITY CONTROL Date Date PQL Method Prepared Analyzed Flags MB0614S1 Diesel Range Organics Lube Oil Range Organics ND 25 NWTPH-Dx 6-14-10 6-14-10 ND 50 NWTPH-Dx 6-14-10 6-14-10 Surrogate: Percent Recovery Control Limits o-Terphenyl 93 50-150 Analyte DUPLICATE Laboratory ID: Result Percent Recovery RPD Recovery Limits RPD Limit Flags 06-088-01 ORIG DUP Diesel Range Organics Lube Oil Range Organics ND ND NA NA ND ND NA NA Surrogate: o-Terphenyl 118 130 50-150 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 15 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B METHOD BLANK QUALITY CONTROL Page 1 of 2 Date Extracted: 6-9-10 Date Analyzed: 6-9-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB0609S1 Compound Results Flags PQL Dichlorodifluoromethane ND 0.0010 Chloromethane ND 0.0050 Vinyl Chloride ND 0.0010 Bromomethane ND 0.0010 Chloroethane ND 0.0050 Trichlorofluoromethane ND 0.0010 1,1-Dichloroethene ND 0.0010 Acetone ND 0.0050 lodomethane ND 0.0050 Carbon Disulfide ND 0.0010 Methylene Chloride ND 0.0050 (trans) 1,2-Dichloroethene ND 0.0010 Methyl t -Butyl Ether ND 0.0010 1,1-Dichloroethane ND 0.0010 Vinyl Acetate ND 0.0050 2,2-Dichloropropane ND 0.0010 (cis) 1,2-Dichloroethene ND 0.0010 2-Butanone ND 0.0050 Bromochloromethane ND 0.0010 Chloroform ND 0.0010 1,1,1 -Trichloroethane ND 0.0010 Carbon Tetrachloride ND 0.0010 1,1-Dichloropropene ND 0.0010 Benzene ND 0.0010 1,2-Dichloroethane ND 0.0010 Trichloroethene ND 0.0010 1,2-Dichloropropane ND 0.0010 Dibromomethane ND 0.0010 Bromodichloromethane ND 0.0010 2-Chloroethyl Vinyl Ether ND 0.0050 (cis) 1,3-Dichloropropene ND 0.0010 Methyl Isobutyl Ketone ND 0.0050 Toluene ND 0.0050 (trans) 1,3-Dichloropropene ND 0.0010 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 16 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B METHOD BLANK QUALITY CONTROL Page 2 of 2 Lab ID: MB0609S1 Compound Results Flags PQL 1,1,2 -Trichloroethane ND 0.0010 Tetrachloroethene ND 0.0010 1,3-Dichloropropane ND 0.0010 2-Hexanone ND 0.0050 Dibromochloromethane ND 0.0010 1,2-Dibromoethane ND 0.0010 Chlorobenzene ND 0.0010 1,1,1,2 -Tetrachloroethane ND 0.0010 Ethylbenzene ND 0.0010 m,p-Xylene ND 0.0020 o -Xylene ND 0.0010 Styrene ND 0.0010 Bromoform ND 0.0010 Isopropylbenzene ND 0.0010 Bromobenzene ND 0.0010 1,1,2,2 -Tetrachloroethane ND 0.0010 1,2,3-Trichloropropane ND 0.0010 n-Propylbenzene ND 0.0010 2-Chlorotoluene ND 0.0010 4-Chlorotoluene ND 0.0010 1,3,5-Trimethylbenzene ND 0.0010 tert-Butylbenzene ND 0.0010 1,2,4-Trimethylbenzene ND 0.0010 sec-Butylbenzene ND 0.0010 1,3 -Dichlorobenzene ND 0.0010 p-Isopropyltoluene ND 0.0010 1,4 -Dichlorobenzene ND 0.0010 1,2 -Dichlorobenzene ND 0.0010 n-Butylbenzene ND 0.0010 1,2-Dibromo-3-chloropropane ND 0.0050 1,2,4-Trichlorobenzene ND 0.0010 Hexachlorobutadiene ND 0.0050 Naphthalene ND 0.0010 1,2,3-Trichlorobenzene ND 0.0010 Percent Control Surrogate Recovery Limits Dibromofluoromethane 98 66-128 Toluene -d8 111 68-126 4-Bromofluorobenzene 121 53-134 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 VOLATILES by EPA 8260B SB/SBD QUALITY CONTROL Date Extracted: 6-9-10 Date Analyzed: 6-9-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: SB0609S1 17 Spike Percent Percent Recovery Compound Amount SB Recovery SBD Recovery Limits Flags 1,1-Dichloroethene 0.0500 0.0514 103 0.0540 108 70-130 Benzene 0.0500 0.0480 96 0.0480 96 70-121 Trichloroethene 0.0500 0.0437 87 0.0431 86 70-124 Toluene 0.0500 0.0499 100 0.0487 97 70-123 Chlorobenzene 0.0500 0.0484 97 0.0499 100 71-119 RPD RPD Limit Flags 1,1-Dichloroethene 5 14 Benzene 0 10 Trichloroethene 1 12 Toluene 2 12 Chlorobenzene 3 9 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mg/Kg Analyte PAHs by EPA 8270D/SIM METHOD BLANK QUALITY CONTROL Result 18 Date Date PQL Method Prepared Analyzed Flags Laboratory ID: MB0610S2 Naphthalene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 2 -Methylnaphthalene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 1 -Methylnaphthalene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthylene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Acenaphthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Fluorene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Phenanthrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Anthracene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Fluoranthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Pyrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]anthracene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Chrysene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[b]fluoranthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[k]fluoranthene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[a]pyrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Indeno(1,2,3-c,d)pyrene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Dibenz[a,h]anthracene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Benzo[g,h,i]perylene ND 0.0067 EPA 8270/SIM 6-10-10 6-10-10 Surrogate: Percent Recovery Control Limits 2-Fluorobiphenyl 70 45 - 101 Pyrene -d10 78 52 - 118 Terphenyl-d14 73 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 PAHs by EPA 8270D/SIM SB/SBD QUALITY CONTROL 19 Matrix: Soil Units: mg/Kg Percent Recovery RPD Analyte Result Spike Level Recovery Limits RPD Limit Flags SPIKE BLANKS Laboratory ID: SB0610S2 SB SBD SB SBD SB SBD Naphthalene 0.0617 0.0607 0.0833 0.0833 74 73 33 - 105 2 30 Acenaphthylene 0.0744 0.0677 0.0833 0.0833 89 81 51 - 110 9 22 Acenaphthene 0.0690 0.0677 0.0833 0.0833 83 81 51 - 105 2 20 Fluorene 0.0731 0.0700 0.0833 0.0833 88 84 61 - 107 4 17 Phenanthrene 0.0717 0.0688 0.0833 0.0833 86 83 61 - 106 4 12 Anthracene 0.0686 0.0659 0.0833 0.0833 82 79 59 - 106 4 12 Fluoranthene 0.0767 0.0733 0.0833 0.0833 92 88 66 - 116 5 12 Pyrene 0.0795 0.0820 0.0833 0.0833 95 98 67 - 118 3 14 Benzo[a]anthracene 0.0733 0.0706 0.0833 0.0833 88 85 60 - 114 4 11 Chrysene 0.0718 0.0691 0.0833 0.0833 86 83 64 - 112 4 12 Benzo[b]fluoranthene 0.0739 0.0698 0.0833 0.0833 89 84 61 - 123 6 14 Benzo[k]fluoranthene 0.0652 0.0653 0.0833 0.0833 78 78 50 - 124 0 17 Benzo[a]pyrene 0.0706 0.0682 0.0833 0.0833 85 82 50 - 114 3 17 Indeno(1,2,3-c,d)pyrene 0.0771 0.0763 0.0833 0.0833 93 92 56 - 122 1 16 Dibenz[a,h]anthracene 0.0800 0.0779 0.0833 0.0833 96 94 57 - 124 3 16 Benzo[g,h,i]perylene 0.0777 0.0757 0.0833 0.0833 93 91 56 - 121 3 15 Surrogate: 2-Fluorobiphenyl 76 75 45 - 101 Pyrene -d10 89 84 52 - 118 Terphenyl-d14 83 86 41 - 106 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Matrix: Soil Units: mg/Kg (ppm) Analyte METHOD BLANK Laboratory ID: PCBs by EPA 8082 QUALITY CONTROL Result MB0614S1 20 Date Date PQL Method Prepared Analyzed Flags Aroclor 1016 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1221 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1232 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1242 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1248 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1254 ND 0.050 EPA 8082 6-14-10 6-15-10 Aroclor 1260 ND 0.050 EPA 8082 6-14-10 6-15-10 Surrogate: Percent Recovery Control Limits DCB 85 46-122 Analyte MATRIX SPIKES Laboratory ID: Result Source Percent Recovery RPD Spike Level Result Recovery Limits RPD Limit Flags 06-088-01 MS MSD MS MSD MS MSD Aroclor 1260 0.407 0.370 0.500 0.500 ND 81 74 36-121 10 15 Surrogate: DCB 73 73 46-122 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 21 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B METHOD BLANK QUALITY CONTROL Date Extracted: 6-14-10 Date Analyzed: 6-14-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB0614S5 Analyte Method Result PQL Arsenic 6010B ND 10 Barium 6010B ND 2.5 Cadmium 6010B ND 0.50 Chromium 60108 ND 0.50 Lead 601013 ND 5.0 Selenium 6010B ND 10 Silver 6010B ND 0.50 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 22 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS ' EPA 7471A METHOD BLANK QUALITY CONTROL Date Extracted: 6-15-10 Date Analyzed: 6-15-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: MB0615S1 Analyte Method Result PQL Mercury 7471A ND 0.25 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 23 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B DUPLICATE QUALITY CONTROL Date Extracted: 6-14-10 Date Analyzed: 6-14-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-075-01,10 Comp. Sample Duplicate Analyte Result Result RPD PQL Flags Arsenic ND ND NA 10 Barium 26.2 26.9 3 2.5 Cadmium ND ND NA 0.50 Chromium 9.15 9.85 7 0.50 Lead ND ND NA 5.0 Selenium ND ND NA 10 Silver ND ND NA 0.50 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 Date Extracted: 6-15-10 Date Analyzed: 6-15-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-088-01 Analyte Mercury TOTAL METALS EPA 7471A DUPLICATE QUALITY CONTROL Sample Duplicate Result Result RPD PQL Flags ND ND NA 0.25 24 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 25 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 6010B MS/MSD QUALITY CONTROL Date Extracted: 6-14-10 Date Analyzed: 6-14-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-075-01,10 Comp. Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Arsenic 100 97.5 97 95.7 96 2 Barium 100 129 103 134 108 3 Cadmium 50 48.6 97 47.7 95 2 Chromium 100 106 96 104 95 2 Lead 250 233 93 231 92 1 Selenium 100 98.5 99 98.3 98 0 Silver 25 22.9 92 22.7 91 1 OnSite Environmental, Inc. 14648 NE 9e Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 26 Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 TOTAL METALS EPA 7471A MS/MSD QUALITY CONTROL Date Extracted: 6-15-10 Date Analyzed: 6-15-10 Matrix: Soil Units: mg/kg (ppm) Lab ID: 06-088-01 Spike Percent Percent Analyte Level MS Recovery MSD Recovery RPD Flags Mercury 0.50 0.489 98 0.514 103 5 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. Date of Report: June 17, 2010 Samples Submitted: June 9, 2010 Laboratory Reference: 1006-075 Project: 8039-008-00 % MOISTURE Date Analyzed: 6-9&10-10 Client ID 27 Lab ID % Moisture B-1-2.5, B-4-5.0 Comp. 06-075-01,10 Comp. 12 B-2-2.5, B-3-2.5 Comp. 06-075-02,05,08,11 Comp. 9 B -1 -5.0,B -2 -5.0,B -3-5.0,B-4-5.0 Comp. 06-075-04,07 Comp. 5 OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. 28 OnSite Environmental Inc. Data Qualifiers and Abbreviations A - Due to a high sample concentration, the amount spiked is insufficient for meaningful MS/MSD recovery data. B - The analyte indicated was also found in the blank sample. C - The duplicate RPD is outside control limits due to high result variability when analyte concentrations are within five times the quantitation limit. E - The value reported exceeds the quantitation range and is an estimate. F - Surrogate recovery data is not available due to the high concentration of coeluting target compounds. H - The analyte indicated is a common laboratory solvent and may have been introduced during sample preparation, and be impacting the sample result. I - Compound recovery is outside of the control limits. J - The value reported was below the practical quantitation limit. The value is an estimate. K - Sample duplicate RPD is outside control limits due to sample inhomogeneity. The sample was re -extracted and re -analyzed with similar results. L - The RPD is outside of the control limits. M - Hydrocarbons in the gasoline range are impacting the diesel range result. M1 - Hydrocarbons in the gasoline range (toluene-napthalene) are present in the sample. N - Hydrocarbons in the lube oil range are impacting the diesel range result. N1 - Hydrocarbons in diesel range are impacting lube oil range results. 0 - Hydrocarbons indicative of heavier fuels are present in the sample and are impacting the gasoline result. P - The RPD of the detected concentrations between the two columns is greater than 40. Q - Surrogate recovery is outside of the control limits. S - Surrogate recovery data is not available due to the necessary dilution of the sample. T - The sample chromatogram is not similar to a typical U - The analyte was analyzed for, but was not detected above the reported sample quantitation limit. U1 - The practical quantitation limit is elevated due to interferences present in the sample. V - Matrix Spike/Matrix Spike Duplicate recoveries are outside control limits due to matrix effects. W - Matrix Spike/Matrix Spike Duplicate RPD are outside control limits due to matrix effects. X - Sample extract treated with a mercury cleanup procedure. Y - Sample extract treated with an acid/silica gel cleanup procedure. Z - ND - Not Detected at PQL PQL - Practical Quantitation Limit RPD - Relative Percent Difference OnSite Environmental, Inc. 14648 NE 95th Street, Redmond, WA 98052 (425) 883-3881 This report pertains to the samples analyzed in accordance with the chain of custody, and is intended only for the use of the individual or company to whom it is addressed. d Chain of Custody V1908 iq saplollsed 2808 Aq s83d WIS / QOLZB Lq SHt/d WIS / QOLZ8 Aq sal!lelonlwes 8O9Z8 i q sallleloo paleue6oleH EMU iq SelploA XQ-Hd1MN -;'E3.16P(O-Hd1MN 774 ~* QIoH-Hd1MN c 0 U N 0 CD 0 P7 y R 0 0) 0) c Y 0tt as 0 co C/) N Cl) ❑ ❑ N y C vQa[i o3d 0avg � EoE : m 3 E�m pip CL1 In Z CA/ G = = m m 0 OLid�a M 1J 1J 0 V1 V 0 1 p .0 �� ' 1_-" I� Q 1 '1 N ,.1 t N 1 ► 1 o 0 `1J \"J .i' Relinquished by .o v a m 0) 0 o. 0 m c Chromatograms DISTRIBUTION LEGEND: White - OnSite Copy Yellow - Client Copy Chain of Custody ean3sloW % W in 1799i. Aq s!BIeW dlal (8) sleieW ddad IBlol ` i.gs Aq sap!olgJaH V1.808 Aq seplo!rsad 2808 Aq s80d WIS / OOLze si-Nd WIS / OUZO Aq sa!!lalonlwas 1N ) 4'3 0 LF) 90928 Aq seI8s1oA paiaue601aH 809Z8 Sel!lBloA xa-HdlMN 0 letUl'kO-1-1d1MN 010H-Hd1MN N 'ice 'T Cr -CV d:a, CC C'.=Y 7:.a e::rC- • COCI 0 N T r m co >, a ✓ a 01 Y m O Y • n o � t il > CO N CO l✓ ❑ ❑ 3 s 0 � N = � Q w —3� moo E = -0 = is: fie 'la k (/) ' V b. d Ce 5 DE 7 #^ ctl a o Q Q a a a 0 O� 0oM� t•b . Relinquished by Relinquished by a , CC Relinquished by 0 CC Chromatograms with final report ❑ Reviewed by/Date Reviewed by/Date DISTRIBUTION LEGEND: White - OnSite Copy Yellow - Client Copy File : X:\BTEX\DARYL\DATA\D100610\0610008.D Operator Acquired : 10 Jun 2010 16:41 using AcqMethod 100430B.M Instrument : Daryl Sample Name: 06-075-01,10 COMP Misc Info : V2-23-03 Vial Number: 8 Response_ 95000 90000 0610008.D1FID2B 85000 80000 75000 70000 65000 60000 55000 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 L 2.00 . 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 Time 0.00 File : X:\BTEX\DARYL\DATA\D100610\0610010.D Operator Acquired : 10 Jun 2010 17:49 using AcqMethod 100430B.M Instrument : Daryl Sample Name: 06-075-02,05,08,11 COMP Misc Info : V2-23-03 Vial Number: 10 Response_ 95000 90000 0610010.D\FID2B 85000 80000. 75000 70000 65000 60000. 55000 50000 45000 40000. 35000 30000 25000 20000 15000 10000 5000 "i A1 ,"r T—�,—� , , Time 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 26.00 File : X:\BTEX\DARYL\DATA\D100610\0610009.D Operator Acquired : 10 Jun 2010 17:16 using AcqMethod 100430B.M Instrument : Daryl Sample Name: 06-075-04,07 COMP Misc Info : V2-23-03 Vial Number: 9 Response_ 95000 90000 0610009.D\FID28 85000 80000 75000 70000 65000 60000 55000 50000 45000 40000 35000 30000 25000 20000 15000 10000 5000 Time 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00 .26.00 File :X:\DIESELS\VIGO\DATA\V100614.SEC\0614-V58.D Operator : ZT Acquired : 14 Jun 2010 18:39 using AcqMethod V100419F.M Instrument : Vigo Sample Name: 06-075-01,10 Misc Info . Vial Number: 58 Response 290000 280000 270000 260000 250000 240000 230000 220000 210000 200000 190000 180000 170000 160000 150000 140000 130000 120000 110000 100000 0.$40 Signal: 0614-V58. D\FI D2B.ch 14.619 View Mode: Quantitation 90000 Time 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20_00._ 22.00, 24.00 26.00 28.00 30.00 32:00 _ 34.00 File :X:\DIESELS\VIGO\DATA\V100614.SEC\0614—V59.D Operator : ZT Acquired : 14 Jun 2010 19:19 using AcgMethod V100419F.M Instrument : Vigo Sample Name: 06-075-02,05,08,11 Misc Info . Vial Number: 59 Response_ 29.0000 280000 270000 260000 250000 .240000 230000 220000 210000 200000 190000 180000 170000 160000 150000 140000 130000 120000 110000 100000 90000 O. 40 Signal: 0614-V59. D\F I D2 B. ch 14.519 View Mode: Quantitation Time 0.00 2.00 4.00 6.00 8.00 10.00 12.00 14.00 16.00 18.00 20.00 22.00 24.00. 26.00. 28_00. 30.00 32.00 34.00 File :X:\DIESELS\VIGO\DATA\V100614.SEC\0614—V60.D Operator ZT Acquired . 14 Jun 2010 19:59 using AcqMethod V100419F.M Instrument . Vigo Sample Name: 06-075-04,07 Misc Info . Vial Number: 60 Response_ 0.837 290000 280000 270000 260000 250000 240000 230000. 220000 210000 200000 190000 180000 170000 160000 150000 140000 130000 120000. 110000. 100000. 90000 Si nal:0614-V60.D1FID2B,ch 14.619 View Mode: Quantitation Time ___ 2.00 4.00 6_00 8.00 10.00 12,00 14_00.16.0018_00__2000 _22.00 24.00 26,0.28_00 30.00 32.00. 34.00__ • • • • 1 APPENDIX D Report Limitations and Guidelines for Use • • • - (09 I APPENDIX D REPORT LIMITATIONS AND GUIDELINES FOR USE1 This appendix provides information to help you manage your risks with respect to the use of this report. Geotechnical Services Are Performed for Specific Purposes, Persons and Protects This report has been prepared for the exclusive use of the Museum of Flight and project team members for the Space Shuttle Gallery in Tukwila, Washington. This report may be made available to prospective contractors for their bidding or estimating purposes, but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. This report is not intended for use by others, and the information contained herein is not applicable to other sites. GeoEngineers structures our services to meet the specific needs of our clients. For example, a geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a construction contractor or even another civil engineer or architect that are involved in the same project. Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report is unique, prepared solely for the specific client and project site. Our report is prepared for the exclusive use of our Client. No other party may rely on the product of our services unless we agree in advance to such reliance in writing. This is to provide our firm with reasonable protection against open-ended liability claims by third parties with which there would otherwise be no contractual limits to their actions. Within the limitations of scope, schedule and budget, our services have been executed in accordance with our Agreement with the Client and generally accepted geotechnical practices in this area at the time this report was prepared. This report should not be applied for any purpose or project except the one originally contemplated. A Geotechnical Engineering or Geologic Report Is Based on a Unique Set of Project - Specific Factors This report has been prepared for the Space Shuttle Gallery at the Museum of Flight in Tukwila, Washington. GeoEngineers considered a number of unique, project -specific factors when establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates otherwise, do not rely on this report if it was: ■ not prepared for you, • not prepared for your project, ■ not prepared for the specific site explored, or • completed before important project changes were made. 1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org . GEOENGINEERS_,0 July 20, 2010 Page D-1 File No. 8039-008-00 For example, changes that can affect the applicability of this report include those that affect: • the function of the proposed structure; ■ elevation, configuration, location, orientation or weight of the proposed structure; • composition of the design team; or a project ownership. If important changes are made after the date of this report, GeoEngineers should be given the opportunity to review our interpretations and recommendations and provide written modifications or confirmation, as appropriate. Subsurface Conditions Can Change This geotechnical or geologic report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by manmade events such as construction on or adjacent to the site, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying a report to determine if it remains applicable. Most Geotechnical and Geologic Findings Are Professional Opinions Our interpretations of subsurface conditions are based on field observations from widely spaced sampling locations at the site. Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. GeoEngineers reviewed field and laboratory data and then applied our professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report. Our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. Geotechnical Engineering Report Recommendations Are Not Final Do not over -rely on the preliminary construction recommendations included in this report. These recommendations are not final, because they were developed principally from GeoEngineers' professional judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or liability for this report's recommendations if we do not perform construction observation. Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether or not earthwork activities are completed in accordance with our recommendations. Retaining GeoEngineers for construction observation for this project is the most effective method of managing the risks associated with unanticipated conditions. Page D-2 July 20, 2010 GeaEngineers, Inc. Flee No. 8038.008 -OO A Geotechnical Engineering or Geologic Report Could Be Subject to Misinterpretation Misinterpretation of this report by other design team members can result in costly problems. You could lower that risk by having GeoEngineers confer with appropriate members of the design team after submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report. Reduce that risk by having GeoEngineers participate in pre-bid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Exploration Logs Geotechnical engineers and geologists prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the Togs included in a geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or prefer. A pre-bid conference can also be valuable. Be sure contractors have sufficient time to perform additional study. Only then might an owner be in a position to give contractors the best information available, while requiring them to at least share the financial responsibilities stemming from unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your project budget and schedule. Contractors Are Responsible for Site Safety on Their Own Construction Projects Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to on-site personnel and to adjacent properties. Read These Provisions Closely Some clients, design professionals and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these "Report Limitations and Guidelines for Use" apply to your project or site. GEOENGINEERS July 20, 2010 Page D-3 File No. 8039-008.00 Geotechnical, Geologic and Environmental Reports Should Not Be Interchanged The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, a geotechnical engineering or geologic report does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. Biological Pollutants GeoEngineers' Scope of Work specifically excludes the investigation, detection, prevention or assessment of the presence of Biological Pollutants. Accordingly, this report does not include any interpretations, recommendations, findings, or conclusions regarding the detecting, assessing, preventing or abating of Biological Pollutants and no conclusions or inferences should be drawn regarding Biological Pollutants, as they may relate to this project. The term "Biological Pollutants" includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts. If Client desires these specialized services, they should be obtained from a consultant who offers services in this specialized field. Page D-4 July 20, 2010 GeoEngineers, Inc. File No. 8039-008-00 CIVI EENGINEER NGS , I RaFTMRALENGINEERING 2RLANNING' r- Rye SURVEYING October 15, 2010 File No. 262010.005/00902 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Space Shuttle Gallery -Foundation (D10-220) Dear Mr. Benedicto OCT 18 2010 COMMON" DEVELOPIaIEAT We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Note that Sheets S202, S203, S301 -S305, and S511 -S513, included in the set of revised structural drawings, do not bear our review stamp. These sheets are applicable to the superstructure and will be reviewed in the next phase of the project. Individual revised structural sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. One copy of each sheet is enclosed to facilitate the process. These revised sheets are: S003, S004, S005, S201, S401, S402, S404, and S501. A new sheet (S502) not included in the drawings that we reviewed initially was also submitted with the revised drawings and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated July 20, 2010. The following is a summary: 1. Site excavation and grading. 2. Monitoring of movements of adjacent structures. 3. Installation of driven steel pipe piles. 4. Verification of driven steel pipe pile capacities. 5. Placement of structural fill and soil compaction at the slab -on -grade floors. b. Installation of perimeter subsurface drainage system. 7. Placement and compaction of perimeter backfill. WASHINGTON 728 134th Street SW Su to 200 Everett, WA 98204 hone: 415 /4'-3800 !ax 415 /41-3900 Structural special inspections by qualified special inspectors should be provided. The following is a summary: ALASKA 4300 B Street Suite 302 Anchorage, AK 99503 e 907 562 3439 Li% 907 561-53'9 Mr. Bob Benedicto, Building Official City of Tukwila October 15, 2010 File No. 262010.005/00902 Page 2 1. Installation and testing of driven steel pipe piles: Continuous. 2. Concrete placement at concrete construction, including concrete in steel pipe piles and concrete topping at lobby roof steel deck: Continuous. 3. Reinforcement at concrete construction: Periodic. 4: ' Installation of mechanical splices at concrete reinforcement, where applicable: Continuous: 5. Structural welding of concrete reinforcement (e.g., Detail 9/S-401): Periodic. '6. Installation of anchor bolts/rods in concrete: Continuous. 7. Installation of concrete expansion anchors (e.g., Sheet S-601) and concrete adhesive anchors where applicable: In accordance with qualifying report of evaluation service (e.g., ICC -ES). 8. Adhesive installation of concrete reinforcement (e.g., Sheet S-601): In accordance with qualifying report of evaluation service (e.g., ICC -ES). Structural tests by qualified special inspectors and other methods of verification should be conducted or submitted where applicable. The following is a summary: 1. Testing of concrete for specified compressive strength, f ', air content, and slump. 2. Chemical tests of concrete reinforcement to be welded that complies with other than ASTM A 706 (e.g., Detail 9/S-401). Enclosed are one set of the revised structural drawings, one set of the revised structural sheets, structural calculations, geotechnical report, and correspondence from the structural engineer for your records. We are retaining the second copies of the structural calculations and geotechnical report for our use in reviewing the next phase of the project. If you have questions or need additional clarification, please contact us. Sincerely, Senior Engineer Enclosures cc: Nathan Messmer, SRG Partnership (by e-mail) Bo McFadden, GeoEngineers (by e-mail) Greg Briggs, Magnusson Klemencic Associates (by e-mail) Brenda Holt, City of Tukwila (by e-mail) knb\26\planrevw\tukwila\ 10\t009r2. doc\prb Reid iddleton MM1�I „fila bl tiliii a�dG CV,ILIENGINEERINGiat x, rSTRtWRALENGINEERING! �PL'ANNIING0 UG` �,�'I6+� w M kis" R1- „ ur wwj 0 1P SURVEIYING� R I+w1. lll'ilti✓b I°rt I .,', r� Iti. wl6v``9� September 21, 2010 File No. 262010.005/00901 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Space Shuttle Gallery -Foundation (D10-220) Dear Mr. Benedicto: •, 5t? 2 3 0U10 cONOttarr DEVELO We reviewed the proposed project for compliance with the structural provisions of the 2009 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations for additional review. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by GeoEngineers, dated July 20, 2010. See IBC Sections 1704.7 and 1803. The following is a summary: a. Site excavation and grading. b. Monitoring of movements of adjacent structures. c. Installation of driven steel pipe piles, see also Section 1704.8. d. Verification of driven steel pipe pile capacities. e. Placement of structural fill and soil compaction at the slab -on -grade floors. f. Installation of perimeter subsurface drainage system. g. Placement and compaction of perimeter backfill (e.g., Volume 2, page 355, of structural calculations). Architectural No comments. WASHINGTON 778 134th Street SW Su to 200 Everett, WA 98204 Rhone 425 /4'-3800 '.3x 425 141 3900 ALASKA 4300 B Street Suite 302 Archorage, AK 99503 'none 907 561 3439 : x 9C7 561 5319 Mr. Bob Benedicto, Building Official City of Tukwila September 21, 2010 File No. 262010.005/00901 Page 2 Structural 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Installation and testing of driven steel pipe piles: Continuous, see also Section 1704.8. b. Concrete placement at concrete construction, including concrete in steel pipe piles and concrete topping at lobby roof steel deck: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. d. Installation of mechanical splices at concrete reinforcement, where applicable: Continuous, see also Section 1704.15 and ICC -ES AC133. e. Structural welding of concrete reinforcement (e.g., Detail 9/S-401): Periodic, see also Item 2 of Table 1704.4 and Item 5.b.4 of Table 1704.3. f. Installation of anchor bolts/rods in concrete: Continuous, see also Sections 1704.4 and 1707.1. g. Installation of concrete expansion anchors (e.g., Sheet S-601), and concrete adhesive anchors where applicable: In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. h. Adhesive installation of concrete reinforcement (e.g., Sheet S-601): In accordance with qualifying report of evaluation service (e.g., ICC -ES), see also Section 1704.15. 2. Structural tests by qualified special inspectors and other methods of verification should be conducted, or submitted where applicable. The following is a summary: a. Testing of concrete for specified compressive strength, f ', air content and slump. See IBC Sections 1704.4 and 1905.6. b. Chemical tests of concrete reinforcement to be welded that complies with other than ASTM A 706 (e.g., Detail 9/S-401). See IBC Section 1708.2 and Section 3.5.2 of ACI 318-08. 3. References to several ICC -ES evaluation reports in the section of the structural notes on shear connector studs, Sheet S-004, should be revised as noted below. Typically, they have been replaced by more recent standards. See www.icc- es.org for further information. a. Nelson shear connector studs. ER -2614 has been replaced by ESR -2856. ;Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila September 21, 2010 File No. 262010.005/00901 Page 3 b. Tru -weld shear connector studs. ER -3741 has been replaced by ESR -2577. 4. Reinforcement to be welded is required to comply with ASTM A 706. Alternatives are available for the use of reinforcement complying with ASTM A 615 provided certain conditions are met. The section of the structural notes on reinforcing steel (Sheet S-003), however, only specifies compliance with ASTM A 615. The structural notes should be revised by specifying compliance with ASTM A 706. See IBC Section 1901.2 and Section 3.5.2 of ACI 318-08. 5. The material specification for the steel piles is not clear. The material for the piles is specified as complying with ASTM A 36 based on the section of the structural notes on foundations, Sheet S-004, but a specified yield minimum yield stress, Fy, of 45 ksi, is specified at Note #1, Detail 12/S-401. ASTM A 36 is limited in application to structural steel shapes, plates and bars with Fy, of 36 ksi. The drawings should be revised. Refer to ASTM A 252, Grade 3. 6. The grade beam ties at Elevation 6/S-404, where Detail 2/S-404 is referenced, should be revised. Pairs of #4 ties are depicted, but this depiction applies to Detail 1/S-404, not Detail 2/S-404. 7. The design of the grade beam at Elevation 12/S-404 is not clear. Unlike the other grade beam elevations, a detail is not referenced for its construction (e.g., Detail 1/S-404 or 2/S-404). Please comment on its design and why a detail is apparently not provided in the construction documents. Is Detail 12/S-501 intended for this purpose? Based on page 421 in Volume 2 of the calculations, Detail 1/S-404 is intended. 8. At Detail 6/S-402, the bottom reinforcement is referenced at the top and bottom of the grade beam. It appears that a reference to the top reinforcement is intended. The detail should be revised. 9. We are unable to verify whether concrete plinths are intended above the pile caps at Grid 6. Detail 12/S-501 is applicable between the steel columns and Detail 5/S-501 for the typical concrete plinth appears to be intended for locations along Grids A and B for PC2. Please comment. 10. We are unable to verify the purpose for Details 8/S-501 and 10/S-501. These details should be referenced on the Level 1 Plan, Sheet S-201, to enable review. Note that the reference to Detail 12/S-501 at Grid A/6 on Sheet S-201 appears to be incorrect and the thickness of the grade beam at Detail 8/S-501 does not Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila September 21, 2010 File No. 262010.005/00901 Page 4 appear to be specified (refer to page 488 in Volume 2 of the calculations). 11. At Detail 6/S-401, a 3'6" pile cap thickness is specified for PC3 but a 3'6" thickness is reported on page 374, Volume 2 of the calculations. The detail should be revised. 12. At Section 11A/S-401, 3/4 -inch -shear tab plates are specified, but their locations within the pile and their connection to the steel pipe do not appear to be specified. It appears that these plates are not intended to be installed given the welded dowels at the top of these piles (Detail 9/S-401). The drawings should be revised. 13. The diameter of the dowels to be welded to the steel pipes at Detail 9/S-401 is not clear, and the weld length is not specified. Based on the reference to Detail 10/S-401 at Note #1 of the detail, #7 reinforcing bars are intended but #6 bars are assumed on page 395, Volume 2 of the calculations. The detail should be revised. 14. The design of the flare -bevel -groove welds on page 395, Volume 2 of the calculations for the welded dowels at the top of the piles, Detail 9/S-401, should be reconsidered. The reliance on Table 8-2 in the AISC Steel Construction Manual, 13th edition, is unfortunate given the requirements in Table J2.2 of AISC 360-05, which is governing and conflicts with Table 8-2. "T1" is the wall thickness, such as the steel pipe, not the diameter of the reinforcing bar. Both tables will be modified in the next edition of the AISC Manual to be consistent with AWS D1.1-06. We recommend a design based on 5/16 times the bar diameter or adding a note to the drawings specifying the welding process, either of which will necessitate revising the weld in Detail 11/S-401. Refer to Section 2.3.1.4 and Table 2.1 of AWS D1.1-08 (2006 edition not available to us), Section 2.3.2 and Figure 2.1 of AWS DI.4-98, and the "Steel Interchange" column from the October 2008 edition of the AISC "Modern Steel Construction" magazine. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila September 21, 2010 File No. 262010.005/00901 Page 5 Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have questions or need additional clarification, please contact us. Sincerely, Reid Middleton, Inc. Philip azil, P.E., S. Senio Engineer cc: Nathan Messmer, SRG Partnership (by e-mail) Bo McFadden, GeoEngineers (by e-mail) Greg Briggs, Magnusson Klemencic Associates (by e-mail) Brenda Holt, City of Tukwila (by e-mail) knb\26\planrevw\tukwila\ 10\t009r 1. doc\prb Reid iddleton M • V T_ ala Jim Haggerton, Mayor : - Department of Community S evelopment Jack Pace, Director September 21, 2010 Nathan Messmer SRG Partnership 110 Union St, Ste 300 Seattle, WA 98101 RE: Correction Letter #1 Development Permit Application Number D10-220 Museum of Flight Space Shuttle Gallery — 9305 East Marginal Wy S Dear Mr. Messmer, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Public Works Department. At this time the Building, Fire, and Planning Departments have no comments. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431-3670. Sincerely, Jen ifer Marshall 'e it Technician encl File No. D10-220 W:\Permit Center\Correction Letters\2010'D10-220 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 a Tukwila, Washington 98188 • Phone: 206-431-3670 0 Fax: 206-431-3665 1 PUBLIC WORKS DEPARTMENT COMMENTS DATE: September 16, 2010 PROJECT: MOF Space Shuttle Gallery (Foundations) 9305 East Marginal Way S PERMIT NO: D 10-220 PLAN REVIEWER: Contact Joanna Spencer (206) 431-2440 if you have any questions regarding the following comments. 1) In large heavy bold letters on plan cover sheet please cross reference the Geotechnical Report. State report title, date, name, address and phone number of the geotechnical firm. 2) Since each permit stands on its own, please submit a reference site plan for the horizontal control for the proposed foundations. Show dimensions from the current property lines. Mark the perimeter of Environmental Covenant recorded under King County recording no. 20080812000429. Document is attached for reference. 3) If construction dewaterting is anticipated, please contact King County Industrial Waste Program at 206 263-300 and obtain KC dewatering permission. A separate construction dewatering approval or permit shall be obtained from Tukwila Public Works. 4) All plans were stamped by the engineer and architect; however none of the sheets was signed. W: Other/Joann a/D 10-220 Nathan Messmer 206-973-1695 O 0 M a) 7 0 0 co a) f6 a) SRG Response Sheet G-001 has been modified to include the requested text: Geotechnial Engineering Services Museum of Flight Space Shuttle Gallery Tukwila, Washington for Museum of Flight July 20, 2010 GeoEngineers 8410 154th Avenue NE Redmond, Washington 425.861.6000 Sheet A-100 has been submitted, showing dimensions from property lines to gridlines YY, ZZ, and 6, and referencing angles necessary to define horizontal controls of proposed foundations. Environmental Covenant limits also shown. Contractor has been notified. Please reference 2 of 4 Structural Permit sets submitted to city of Tukwila on August 19, 2010 with wet signatures of engineer and architect. Public Works Department Comments In large heavy bold letters on plan cover sheet please cross reference the Geotechnical Report. State report title, date, name, address and phone number o fthe geotechnical firm. Since each permit stands on its own, please submit a reference site plan for the horizontal control for the proposed foundations. Show dimensinos from the currrent property lines. Mark the perimeter of Environmental Covenant recorded under Kind County recording no. 20080812000429. Document is attached for reference. If construction dewatering is anticipated, please contact King County Industrial Waste Program at 206 263-300 and obtain KC dewatering permission. A separate construction dewatering approval or permit shall be obtained from Tukwila Public Works. All plans were stamped by the engineer and architect; however none of the sheets was signed. r M • 1 w w 0 441 V IAA rzNi O W 00 ife) September 8, 201Q City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Nathan Messmer SRG Partnership 110 Union Street, Suite 300 Seattle, WA 98101 RE: Letter of Complete Application Permit Application Number0=22�Q 9404 East Marginal Way S Dear Mr. Messmer: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on August 19, 2010 for a foundation only permit in preparation of the space shuttle gallery proposed on this site was reviewed at the August 23, 2010, plan review meeting and has been determined to be complete. Your permit has begun the plan review process and will be reviewed under the 2009 International Codes as adopted by the City of Tukwila. You will be notified by the Permit Center staff when the perniit is available for issuance. If you have any questions, please contact me at (206)431-3672. Sincerely, 14044 - Brenda Holt Permit Coordinator cc: Laura Lohman, Seneca Group (via email) Permit File 010-220 bh 09/08/2010 H:\Documents'Letters\D10-220 - complete application Ietter.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax: 206-431-3665 City of 7'u a • • Department of Community Development August 25, 2010 Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Museum of Flight Space Shuttle Gallery 9404 East Marginal Wy S Dear Mr. Swanson: Jim Haggerton, May_orr Jack Pace, Director Please review the both the enclosed plans and documents for structural compliance with the 2009 International Building Code. The plans and documents are for the following permits: 1) D10-220, Space Shuttle Gallery Foundation Only 2) D10-221, Space Shuttle Gallery Building If you should have any questions, please feel free contact us in the Permit Center at (206) 431- 3670. encl File: D10-220 & 221 W:\Pennit Center\Structural Review 010-221 Structural Review.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 After Recording Return to: Department of Ecology 3190 160th Ave SE Bellevue, WA 98008-5452 20080812000429 PERKINS COLE COV 48 00 PAGE001 OF 007 08/12/2008 10:15 KING COUNTY, WA Environmental Covenant Grantor: King County Museum ofFlight Authority Grantee: State of Washington, Department of Ecology Legal: Tract 66, Moore's 5 Acre Tracts, Vol. 9 of Plats, p.28 Tax Parcel Nos.: Portion of 562420-1032-01 Cross Reference: None Grantor, the King County Museum of Flight Authority, hereby binds Grantor, its successors and assigns to the land use restrictions identified herein and grants such other rights under this environmental covenant (hereafter "Covenant") made this ?/-s- 7° day of C7D Y , 2008 in favor of the State of Washington Department of Ecology, its successors and assigns, (Ecology). Ecology shall have full right of enforcement of the rights conveyed under this Covenant pursuant to the Model Toxics Control Act, RCW 70.105D.030(1)(g), and the Uniform Environmental Covenants Act, 2007 Wash. Laws ch. 104, sec. 12. This .Declaration of Covenant is made pursuant to RCW 70.105D.030(1)(f) and (g) and WAC 173-340-440 by the King County Museum of Flight Authority, its successors and assigns, and Ecology. A remedial action (hereafter "Remedial Action") occurred at the property that is the subject of this Covenant. The Remedial Action conducted at the property is described in the following documents: 1. Letter Report, Petroleum Contamination Investigation near Gate J-28 .Entrance, The Boeing Company, King County, Washington, prepared by Landau Associates, dated March 31, 1987 52364101002%304482. VO9 ADL 2. Report, Phase 1 Environmental Site Assessment, 9725 East Marginal Way South, Seattle, Washington, prepared by GeoEngineers, dated May 22, 2000 3. Report, Phase 11 Environmental Site Assessment, 9725 East Marginal Way South, Seattle, Washington, prepared by GeoEngineers, dated March 12, 2001 4. Report, Groundwater Quality Investigation Gate J-28, Boeing Developmental Center, Tukwila, Washington, prepared by Landau Associates, dated May 31, 2001 5. Report, Monitoring Well DC -MW -9 Installation Gate J-28/Developmental Center, Tukwila, Washington, prepared by Landau Associates, dated August 30, 2001 6. Report, 2004 Annual Groundwater Monitoring Gate J-28/Museum of Flight, Tukwila, Washington, prepared by Landau Associates, dated July 23, 2004 These documents are on file at Ecology's Northwest Regional Office. This Covenant is required because the Remedial Action resulted in residual concentrations of total petroleum hydrocarbons (TPHs) which exceed the Model Taxies Control Act Method A Cleanup Levels for groundwater established under WAC 173-340-720. The undersigned, King County Museum of Flight Authority, is the fee owner of real property (hereafter "Property") in the County of King, State of Washington, that is subject to this Covenant. The Property is legally described in Exhibit A of this Covenant and made a part hereof by reference. The King County Museum of Flight Authority makes the following declaration as to limitations, restrictions, and uses to which the Property may be put and specifies that such declarations shall constitute covenants to run with the land, as provided by law and shall be binding on all parties and all persons claiming under them, including all current and future owners of any portion of or interest in the Property (hereafter "Owner"). Section 1 No groundwater may be taken for domestic, agricultural or any use from the Property. Sentinn 7 Any activity on the Property that may interfere with the integrity of the Remedial Action and continued protection of human health and the environment is prohibited. Section_' Any activity on the Property that may result in the release or exposure to the 2 52364\01002,3044 82.V08 ADL environment of a hazardous substance that remains on the Property as part of the Remedial Action, or create a new exposure pathway, is prohibited without prior written approval from Ecology. Section 4 The Owner of the property must give thirty (30) day advance written notice to Ecology of the Owner's intent to convey any interest in the .Property. No conveyance of title, easement, lease, or other interest in the Property shall be consummated by the Owner without adequate and complete provision for continued monitoring, operation, and maintenance of the Remedial Action. Section 5 The Owner must restrict leases to uses and activities consistent with the Covenant and notify all lessees of the restrictions on the use of the Property. Section h The Owner must notify and obtain approval from Ecology prior to any use of the Property that is inconsistent with the terms of this Covenant. Ecology may approve any inconsistent use only after public notice and comment. Section 7 The Owner shall allow authorized representatives of Ecology the right to enter the Property at reasonable times for the purpose of evaluating the Remedial Action; to take samples, to inspect remedial actions conducted at the property, to determine compliance with this Covenant, and to inspect records that are related to the Remedial Action. Sectinn R The Owner of the Property reserves the right under WAC 173-340-440 to record an instrument that provides that this Covenant shall no longer limit use of the Property or be of any fitrther force or effect. However, such an instrument may be recorded only if Ecology, after public notice and opportunity for comment, concurs. 3 523641010021304482.V08 ADL STATE OF C--00- S� COUNTY OF • �^-� On this day of �w� , 2008, I certify that Arlington W. Carter personally appeared before me, acknowledged that he is the President the King County Museum of Flight Authority, the corporation that executed the within and foregoing instrument, and signed said instrument by free and voluntary act and deed of said corporation, for the uses and purposes therein mentioned, and on oath stated that he was uthorized o execute said instrument for said corporation. Notary Public in and for the State of Washington, residing at \� ; NOTAIiy t 02A PUBLIC r .s,. % 11. Q' . ;4c �UF. Ili 5����11�11 5 52364 10100213044 82.V08 ADL My appointment expires l — 11- . Exhibit A Legal Description 'THAT PORTION OF TRACT 66. MOORE'S 'FIVE ACRE TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 28, RECORDS OF KING COUNTY, WASHINGTON, DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE SOUTH LINE OF THE SOUTHEAST QUARTER OF SECTION 33, TOWNSHIP 24 NORTH, RANGE 4 EAST, W.M., al KING COUNTY, WASHINGTON, AND THE EAST MARGINAL WAY SOUTH MONUMENT LINE, THENCE NORTH 22'31'55" WEST, A DISTANCE OF 712.88 FEET ALONG SAID MONUMENT LINE; THENCE SOUTH 62°44'51" WEST, A DISTANCE OF 62.21 FEET TO THE WESTERLY MARGIN OF SAID EAST MARGINAL WAY SOUTH AND THE SOUTHEAST CORNER OF LOT A, CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NUMBER BLA-01-002, PER RECORDING NUMBER 20010803900001, AND THE TRUE POINT OF BEGINNING; THENCE CONTINUING SOUTH 62°44'51" WEST ALONG THE SOUTHERLY LINE OF SAID LOT A, A DISTANCE OF 72.00 FEET; THENCE NORTH 26°50' 1 I" WEST, A DISTANCE OF 144.00 FEET; THENCE NORTH 63°09'49" .EAST, A DISTANCE OF 82.79 FEET TO THE WESTERLY MARGIN OF SAID EAST MARGINAL WAY SOUTH; THENCE SOUTH 22°31.55" EAST ALONG SAID WESTERLY MARGIN OF EAST MARGINAL WAY SOUTH, A DISTANCE OF 143.88 FEET TO THE TRUE POINT OF BEGINNING. THE PARCEL DESCRIBED ABOVE CONTAINS 11,123 SQUARE FEET OR 0.2553 ACRES. MORE OR LESS. SITUATE IN THE CITY OF TUKWILA, KING COUNTY, WASHINGTON. 6 52364%01002\304482.V08 ADL Exhibit B SE 1/4 SEC. 33, TIAP 24 N., RCC 4 E., W.M. GRAPHIC SCALE 100 o to IV TRACT 66, HO OPE'S ( IN :FEET ) k11JEACkeTRACTS. 1 Inch = 100 ft VOL 4, Poi. 24 PORTION CF TAX LOT 546 2 4 20-1x32-01 tar A COY OVUM/BA 111A-01,033 VTtA(i/B A ^0:'0iµ' N682,79'' 82.79' OC MW 8 -- 1 BUSH. RDED lc HI CHHKGS, INC. Ci)L ENGINEERS & LAND SURVEYORS 2009 MINOR AVE: EAST, SEATTLE. WA 98102 (206) 323-4144 FAX (206) 323'7135 1-800-935-0508 E-MAt: 1NFOWRMINC,0014 IMF .awn Of aa..o ,,t8 NO 29;3047.04 SCALE T'=100' UfiA11 DOR CHECKED Dc I DATE 4.23-2008 RESTRICTIVE C04£MANT OESCP PIIN TUK%ILA, K1}1G COUNTY, WA 7 523641010021304482.V08 ADL 6 �r.e6 �.. z� cov' PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10-220 DATE: 10-04-10 PROJECT NAME: SPACE SHUTTLE GALLERY - FOUNDATIONS SITE ADDRESS: 9305 EAST MARGINAL WY S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public W rks Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10-05-10 Complete Incomplete Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Xr Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: DUE DATE: 11-02-10 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 °PEW Li PY • PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D10-220 DATE: 08-19-10 PROJECT NAME: SPACE SHUTTLE GALLERY - FOUNDATIONS SITE ADDRESS: qsoct EAST MARGINAL WY S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEP RTMENTS: uui iinng ivisiponn Public orks AWS N/A_ to 6w'Af�1- re Prevention Planning Division Structural Permit Coordinator O DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 08-24-10 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route Review Required No further Review Required REVIEWER'S INNIIT___IALS: DATE: APPROVALS OR CORRECTIONS: Approved Approved with Conditions Notation: REVIEWER'S INITIALS: DUE DATE: 09-21-10 Not Approved (attach comments) �, DATE: Permit Center Use Only ���� CORRECTION LETTER MAILED: (Y �[ Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW Lip Staff Initials: Documents/routing slip.doc 2-28-02 • 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: October 4, 2010 Plan Check/Permit Number: D 10-220 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Museum of Flight Space Shuttle Gallery Project Address: 9305 East Marginal Wy S Contact Person: Nathan Messmer Phone Number: 206-973-1695 Summary of Revision: Revision requested by review comments - reference geotechnical report, provide reference site plan with horizontal controls for proposed foundations, dimensions from property lines and perimeter of Environmental Covenant (recording no. 20080812000429). See attached comment responses for additional information on resolution of comments. $YOFTUKWI A Sheet Number(s): G001, A100 "Cloud" or highlight all areas of revision including date of reyisio OCT 0 4 2010 e-ENAT CENTER Received at the City of Tukwila Permit Center by: ` -1 _Entered in Permits Plus on t (1— 9 lapplications\forms-applications on Iine\revision submittal Created: 8-13-2004 Revised: Contractors or Tradespeople Prater Friendly Page II General/Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name SELLEN CONSTR CO INC UBI No. 578006698 Phone 2066827770 Status Active Address Po Box 9970 License No. SELLEC'372N0 Suite/Apt. License Type Construction Contractor City Seattle Effective Date 8/20/1963 State WA Expiration Date 6/1/2011 Zip 98109 Suspend Date County King Specialty 1 General Business Type Corporation Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date BARRETT, ROBERT E Cancel Date 01/01/1980 Amount BOYESON, WILLIAM R 28 01/01/1980 U2077698816 REDMAN, RICHARD C 06/01/2011 01/01/1980 BADGER, WILLIAM B 01/01/1980 NATIONAL FIRE INS DICKERT, DENNIS A 06/01/2007 01/01/1980 CARLSON, LORI L $1,000,000.0005/20/2009 01/01/1980 26 HAFENBRACK, CHARLES 2077698816 01/01/1980 06/01/2007 MCCLESKEY, ROBERT P President 05/22/2001 NULPH, KURTF Secretary 01/17/1991 06/01/2005 AVERY, JOHN N (JACK) Treasurer 01/01/1980 $1,000,000.0005/25/2005 HART, GARY D Treasurer 05/22/2001 2077698816 REDMAN, SCOTT B Vice President 05/08/2000 WAINHOUSE, WILFRED T Vice President 05/22/2001 VALLEYOFORGE INS O Bond Information Page 1 of 2 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 3 FIDELITY Et DEP CO OF MARYLAND 30268557 02/01/2002 Until Cancelled $12,000.00 02/21/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 28 NATIONAL FIRE INSURANCE COMPAN U2077698816 06/01/2010 06/01/2011 $1,000,000.0005/27/2010 27 NATIONAL FIRE INS 2077698816 06/01/2007 06/01/2010 $1,000,000.0005/20/2009 26 TRANSPORTATION INS CO 2077698816 06/01/2006 06/01/2007 $1,000,000.0005/15/2006 25 TRANSCONTINENTAL INS CO 2077698816 06/01/2005 06/01/2006 $1,000,000.0005/25/2005 24 TRANSCONTINENTAL INS CO 2077698816 06/01/2004 06/01/2006 $1,000,000.00 05/24/2005 23 VALLEYOFORGE INS O 2077698816 06/01/2004 06/01/2005 $1,000,000.00 05/27/2004 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period https://fortress.wa.gov/lni/bbip/Print.aspx 11/02/2010 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONTR GENERAL REGIST. EXP. DATE CCOI SELLEC•372NO 611(2011 EFFECTIVE DATE 8/20/1963 SELLEN CONSTR CO INC PO BOX 9970 SEATTLE WA 98109 F423-)52014118/97. I certify that the above registration number is true and accurate as a sworn notary in the City of Seattle, State of Washington, County of King. Bv: Noellia Schondelmayer SELLEN CONSTRUCTION 11111111111// 227 Wesllake A.e N PO 86v 0070 Seolde \`ii. 98109 18R42p Tel (206) 682-7770 Fox 12061 623.5206 www sellen corn 06/06/2009 GENEQ.L CONTi+C' NQ COVSTP•„CriON ';.N+G4' tn• SPECIAL PQ OIEC r CI !ION Date