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Specifications (2) swift ®c. E l u ENGINEERING OFFICE COPY RECEIVED NOV 0 1 2006 CITY OF TIGARD BUILDING DIVISION ADDENDUM CALCULATIONS Project: Freeman Office Building #2 (IBC Update) PROJECT #: A04138.01 DATE: October 26, 2006 PERMIT SUBMITTAL vs� X 377 Sw A�OWD PLA11$ . SPECIFICATION BOOK • STRUCTURAL CALC OEOTECH REPORT ` MISC DOCUMENTS 14V9a00&- °,a •<<, PROF Client: John Annand U s � ‘GINCy S Contents: • . .423P - / N Addendum Calcs 1 to 2 • ORC� 4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030Itel 5 0 3 . 6 2 0 . 5 5 3 9 I fax . w w w. a a i e n g. c o m • I) • (?-r&-. 9) - , . 60t1 6 3 - r � * i s ((s) t 'S . 3ro. t L) / 860 G ZVoo 1.71 ✓ LI C 5 g x /rd % 2 ✓6 3 232 ( 6 /I - V /v) ` 7Ot [ cc S x30 (5'r671 / > - 5)64I2, 7isF - l�� = 4(' # 3 = '` V� �. y l� El I A"bCf y .� rJ f5 L = �<ZZSo)i / fZ. • /' A I afghan associates, inc. M 4 � � Se r. D L„ ey: 75 Date: ENGINEERING Project No.: A0 3e3 O 1 4875 SW Griffith Drive j Suite 3001 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 ( fax www.aaieng.com Sheet: — 7 of: 1 • i I , • c3 k3 Ado cc_ Srict IZ Fv -01 ?C5 L/ It 0- ► o F GALL p c t4-G L tr6- -D f1 j" 200 b P L/6 = $7 f �o So' � 3y � t PAC C / ✓ = � . -3(/ 3775 ) • V/3'5 • 15oL-T5 L?,r 0 )411-b9 " " 1 /o p (` / -3) so-rs t 5S3 S T Y 5 - i A.6. a- / c," /4 AEo✓ 6. • /'1/1 afghan associates, inc. , c , 4 Z By: - OS Date: Li O C.. • ENGINEERING I / 4875 SW Griffith Drive 1 Suite 3001 Beaverton, OR 1 97005 Project No.: �C7 y 3 B 503.620.30301tet 503.620.55391 fax www.eaieng.com, Sheet: Z" of: ' i isi30glLb3, ®f. - ENGINEERING 9Er �� OCT 18 2006 ,., dam. ADDENDUM CALCULATIONS Project: Freeman Office Building #2 (IBC Update) PROJECT #: A04138.01 DATE: October 4, 2006 PERMIT SUBMITTAL • �Q, PRoF Client: John Annand II \� o G I N E L � s � 0. 5 , = / Contents: • T'lG - OREGON Addendum Calcs Ito 12.. 0 ✓ 9, V,/ ' r0 c. L. spo 'EXPIRES: ( / , JO � 4875 SW Griffith Drive I Suite 300 Beaverton, OR 1 97005 503.620.3030 1 tel 503.620.5539 I fax w w w. a a i e n g. c o m (4' � �� .T.."& tl 1) 3Tt1 F eoA► i - - Svcs 5724v1 -e i'= g'c . - W = 110.42 1 , .. - - - — i l t I , • • _ _ Tyr i �S ,— ii , , ! t coo .3 1 �( 2 ` fi i ) : ■ 100.3 I6/ Ptt 16 /FT • I 2Z r. — I Iti1C G,H 1 OF STRUCTv 12-E'. -11,431.7 7177' / -c-- 21.118 x Col r( t 71•180( I 9.6 . 1 Li 1 SAY 3`2 • ( o)r3/ A 8,08 in , _ 13. ir, ) r = c , L. gi.cp ' , k- = 1 I,, _. 4 G wt, S c l = c5 . 31 k-yt• = 1 x 30•(0 Y., 12 . 0 1( , 1 Q ; __ ►_ = S• k) Y . ._ _ 0 s-0.0 (v <° 0.1 F S.fS Fo, F . AA I afghan associates, inc. F ems •4 N r) c- c I4. By: 1ZI Date: Or-:1 rp it ENGINEERING Cr 4875 SW Griffith Drive t Suite 3001 Beaverton, OR 97005 1 ?� � V, CM 4 2 Project No.: A o L, 1 3 r , o , 503.620.3030 I tel 503.620.5539 I fax Sheet: I of: / www.aaieng.com � • •; 3c):(7 I ( Z 13 f • t Hl,Oq \ y (o .vt. � I07•3 I�aa x \oI io S• 3 4(� Co F.f con Li 6; -- ID 1-6= 1, z cy6 I CAO 3aZZ �3 /p, ii �('� _ • 8 o• N ( Ix I.Z - °1. J J __ o. t ©. 3Z < o .tic F� F� 2:7. 6, • AAi n ` afghan associates, inc. '��M- 9 F �= aJ\ pru �1 =1 By: 1 7 Date: �i.:�- "T�.✓b ENGINEERING 4875 SW Griffith Drive I Suite 300 1 Beaverton, OR I 97005 13 L►) C7 - -6( Z Project No.: A G f -) .01 • 503.620.3030 I tel 503.620.5539 I fax www.aaieng.com Sheet: Z of: / 7i • ( • 1 r. USE T A s S • _7 .1 "n S =B�L� - 1•t9 a _,? - X 0.53 01 3 r A J S (ot 1 <l_ 1x 22- & ILI5 . r \•ia Co IA J1603 1 7-- ( : )1/4 1Z t1 t_ _ - 7• 3 H Cg J o ,C� <0•13.-- 'b/ y l 2� C►cL �z la 22 _ t o •- ( C 7 F. ; — CraXyo .o 1,<-■ — M = 1,4 1 •3X ZZ.$3 3 lc , (Akk 14 _1 B F b _ � s 1 o•L1•A 12- �� .C,L % /,3tz+ I Co • 19V <6/ < j : o.cQ ry _ C- 1 0.07 1 - O • (.> Co = o • ( •c 1 0 - r F � rg t . , I al han associates, inc. 9 I=1Z O FFICE_ By: 167( Date: 0 b ENGINEERING f 4875 SW Griffith Drive Suite 300 Beaverton, OR 97005 Ems- *2_ Project No.: A D LI 156. Q L 503.620.3030 I tel 503.620.55391 fax www.aaieng.com Sheet: 3 of: I 2/ • • p.1 +0 • le DOLT P - 12 = tcpo. 3 x Z2,153 1 & f Z. ColuMr-1 / �. lop lb S∎AsAf_ 9z2 t3C 1 M= I L am. 1 v• L1 `I I lao • 3 w/ B. 6 T ENT1()„,■, cAWicITy qS Abe tvA'C1,_. / 1L AA I afghan associates, inc. By: $ Date: Oc _ 0 ( r ►-cE Are �� =F1c r ENGINEERING bVt .. ProjectNo.: AG 413 %4:4 4875 SW Griffith Drive !Suite 300 !Beaverton, OR 1 97005 503.620.3030 I lel 503.620.5539 I fax �f www.aaieng.com Sheet: L of: ' v ' • k• v° • • , (. f3A M OZ—.1 c, aJ L • I-c1T oF vJALC _ yo PSF -r ID Psi- -.S o esf- L. = Zr )2sP- . to n.L _ 13 s.b= I�x 1 moo Prr I D•L tL. L. yO PS1= liL 1= LI0 3z s (000 PLr 1,4 (0oc 2_0 s Co 7-o PL. F - H = 7 t�.l = S Z D PSF - 3 ) - b P L 1= /./\.) = A 1 D .p L� F SAY I OOo N L. I x to s ia k_ 8 R _ � � _ 1 /,/L S. F_ o .GFZ _ It5 x►z , s43 TR Y r= z . c� ■.I , s IA s - X I x '0'12 = 0 . 0 o .,,- 33'4 L 38 y x z9ax)x v$c1 60 Q L SF you 80 PSF 3 S - -K t �o Pe TI So-� ZFX, f- -1� ? UF ICI T, oF WALL %St PL-P - 3�.� ►� -t a `t �� z c. yl 3 --it •e'( TS I '-Ix -I x 1 /q s fv'.I L y 0 ! )0._ L/Sr� T S K�( if X S-71(9, - a 1 L G0o0 x 6� ft -> 3 83 > / alghan associates, inc. 1-_ 1Zs= �= M A N o F F i r By: 1 Date: .0c-r O (o -mot J _ _ ENGINEERING Project No.: A0 1,3, .o j 4675 SW Griffith Drive 1 Suite 3001 Beaverton, OR 197005 503.620.30301 tel 503.620.5539 I fax www.aaieng.com Sheet: 5 of: I Z/ A � J • 11' � --� 0 .1 K Ms N, T I — k - ! •� NI 1- 1, 014- • D •1 9:1 10 • Li 1 A 3 / b . In! L= L I� E/-\ c I+ S! D E —a a " 1.x.1 E L D 3/ 14 E U) _� Z . - 7 Yj c./-� PR c z"Y r� IZ 1 IJC [f ►c. —4 gnz = -2 2.'- 10 `I 3 1 LAl`'LD !S /i>ECCeAATEE . • I� -F 1 AA! V alghan associates, inc. � ��N M 1 =lv 0 C P By: ) 2 Date: c ENGINEERING •4875SW Gran DaveI Suite300IBeaverton , ORI97005 IE,l Project No.: AOC(I -2 13 .0I 503.620.3030 lel 503.620.5539 I fax r^ www.aaieng.com Sheet: (p of: I C� (?- 9) - - 1 6 - - , its (is) ►3/ , 3c� b z C -Y l! L) @ @o G 2 /0o ( i ✓ 5 i g X /.4. 2-Or • t!6 3 32,E • ( io) 1� 6-' - - 6(Vc4) 7 0 f ' t- r �P``° 311 Ssx 30 c, S75 (.1.6r1 �) 5/)&41Z-- ,l l S r✓G� — � 4(6 + 3 7 l e- A6-(' 0, Sz-< ir / EC 3 <e 4. V_V- ► -s3 A -lo[S 9) g ` j r t i5 1 L Low 9 fr Z'SO ) • AA �`� afghan associates, inc. 17 t-/ �� By: 25 Date: � ENGINEERING • Ja�01/138.01 4875 SW GAO Drive I Suite 3001 Beaverton, OR 97005 Project No.: /� 503.620.3030 I lel 503.620.5539 I fax www.aaieng.com Sheet: -7 Of: f "" n - A AI Engineering Title : Job # r 4875 SW Griffith Drive, Suite 300 Dsgnr: Date: Beaverton, OR 97005 Description : 503 - 620 -3030 Scope : Dave Sandahl, PE �� Rcr: 510303 User: KW - 0604304 .vcr5.1.3 22- Jun.1999,Win32 Cantilevered Retaining Wall Design (c) 1983.93 ENERCAIC e: t2004ta04138 .0Itstrucnenercalc.ecw:Plan Re Description Masonry Fence Criteria Soil Data I Footing Strengths & Dimensions Retained Height = 0.50 ft Allow Soil Bearing = 1,500.0 psf fc = 3,000 psi Fy = 60,000 psi Wall height above soil = 9.50 ft Equivalent Fluid Pressure Method Min. As % = 0.0018 Heel Active Pressure = 35.0 Toe Width = 1.67 ft Slope Behind Wall = 0.00: 1 Toe Active Pressure = 35.0 Heel Width = 2.33 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 4.00 Soil Density = 115.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingliSoil Friction = 0.300 Wind on Stem = 16.0 psf Soil height to ignore Key Width = 0.00 in for passive pressure = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary S tem Construction Top Stem _ ten Stem OK Total Bearing Load = 1,347 lbs Design height ft = 0.00 ...resultant ecc. = 7.89 in Wall Material Above "Ht" = Masonry Soil Pressure @ Toe = 669 psf OK Thickness = 6.00 Rebar Size = # 4 Soil Pressure @ Heel = 5 psf OK Rebar Spacing = 16.00 Allowable = 1,500 psf • Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 928 fb/FB + fa /Fa = 0s63 • ACI Factored @ Heel = 7 psf Total Force @ Section lbs = 156.4 Footing Shear @ Toe = 8.6 psi OK Moment....Actual ft-# = 798.7 Footing Shear @ Heel = 5.4 psi OK Moment Allowable = 829.7 Allowable = 93.1 psi Wall Stability Ratios Shear Actual psi = 5.4 Overturning = 2.86 OK Shear Allowable psi = 51.6 Sliding = 2.76 OK Bar Develop ABOVE Ht. in = 24.00 Sliding Calcs (Vertical Component Used) Bar Lap /Hook BELOW Ht. in = . 8.50 Lateral Sliding Force = 191.4 lbs Wall Weight = 63.0 less 100% Passive Force= - 125.0 lbs Rebar Depth 'd' in = 2.75 less 100% Friction Force= - 404.0 lbs Masonry Data fm. psi= 1,500 Added Force Req'd = 0.0 lbs OK Fs psi = 24,000 ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Yes Footing DeSigra.........j Special Inspection = Yes Modular Ratio 'n' 25.78 Toe Heel Short Term Factor = 1.333 • Factored Pressure = 928 7 psf Equiv. Solid Thick. in = 5.60 Mu' : Upward = 1,269 0 ft-# Masonry Block Type = Normal Weight Mu' : Downward = 337 592 ft-# Concrete Data Mu: ' Design = 932 592 ft-# fc psi = Actual 1 -Way Shear = 8.60 5.41 psi Fy psi = Allow 1 -Way Shear = 93.11 93.11 psi Other Acceptable Sizes h Spacings Toe Reinforcing = None Spec'd Toe: Not req'd, Mu < S * Fr Heel Reinforcing = None Spec'd Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined • • g 0 f IZ • ' ` IAA' Engineering Title : Job # ;. ; . 4,4875 SW Griffith Drive, Suite 300 Dsgnr: Date: Beaverton, OR 97005 Description 503 - 620 - 3030 Scope : Dave Sandahl, PE Rev: 5109 • r5 .1 983 .33 ENERC .1.9, 22•Jun•1999, Win92 Cantilevered Retaining Wall Design (c)1999.99 ENRCAL e: 120041a04138 .0I1slructlenercalc.emPlan Re Description Masonry Fence • Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 39.4 0.50 19.7 Soil Over Heel = 105.4 3.08 325.0 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = • Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 152.0 6.25 950.0 Soil Over Toe = SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 630.0 1.92 1,207.5 Total = 191.4 O.T.M. = 969.7 Earth @ Stem Transitions= Resisting /Overturning Ratio = 2.86 Footing Weight = 600.0 2.00 1,200.0 Vertical Loads used for Soil Pressure = 1,346.8 lbs Key Weight = Vert. Component = 11.4 4.00 45.5 Vertical component of active pressure used for soil pressure Total = 1,346.8 lbs R.M.= 2,778.0 • • Or 1 7i I : " ' 'AAI Engineering Title : Job # 474875 SW Griffith Drive, Suite 300 Dsgnr: Date: Beaverton, OR 97005 Description 503 - 620 - 3030 Scope : 0-/ , 3- ) Dave Sandahl, PE Rev: 510301 U.cr;KW06 ,VLz5.1.3.22,1.- 1999.Win32 Steel Column ( c ) 198 ENER 0 2004ta04138 .01istructiertercalc.ecw:Plan Re Description 6" dia. canopy pipe [General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section P6STD Fy 35.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 21.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 21.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 21.000 ft Kyy 1.000 Loads Axial Load... Dead Load 4.00 k Ecc. for X -X Axis Moments in Live Load 3.00 k Ecc. for Y -Y Axis Moments 4.000 in Short Term Load k Distributed lateral Loads... DL LL ST Start . End Along Y -Y 0.016 k/ft - -> 20.000 ft Along X -X k/ft - -> ft Summary Column Design OK Section : P6STD, Height = 21.00ft, Axial Loads: DL = 4.00, LL = 3.00, ST = 0.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 21.00ft, _ Y -Y = 21.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.1454 . 0.1090 0.2544 0.1956 XX Axis : Fa calc'd per 1.5 -1, K *L/r < Cc YY Axis : Fa calc'd per 1.5 -1, K *L /r < Cc Stresses 3 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 11.25 ksi 11.25 ksi 11.25 ksi 14.97 ksi fa : Actual 0.72 ksi 0.54 ksi 1.25 ksi 1.25 ksi Fb:xx : Allow [F3.1] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi . 1.24 ksi Fb:yy : Allow [F3.1] 23.10 ksi 23.10 ksi 23.10 ksi 30.72 ksi fb : yy Actual 1.89 ksi 1.41 ksi 3.30 ksi 3.30 ksi i Analysis Values i.tr. vfa t 2rr:.e<. § .z.:✓rrCT.v..:e �;..r ,. .. < .,..v. : , -.. F'ex : DL +LL 11,842 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.75 F'ey : DL +LL 11,842 psi Cm:y DL +LL 0.60 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 15,750 psi Cm:x DL +LL +ST 1.00 Cb:x DL +LL +ST 1.00 Fey : DL +LL +ST 15,750 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0.085 in at 10.500 ft Max Y -Y Axis Deflection -0.140 in at 12.180 ft • /Oof►t -- • • ik' Engineering Title : Job # 4875 SW Griffith Drive, Suite 300 Dsgnr: Date: • Beaverton, OR 97005 Description 503 - 620 -3030 Scope : Dave Sandahl, PE 5 R 510902 V Steel Column Base Plate U:cr: KW- 0801901, cr .1.9, 22- Jun -1999, Winn lc) 1989.99 ENERCALC e: s20044a04138 .01sstructsenercalc.ecw:Plan Re Description 6" pipe General information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements I Loads Steel Section P6std Axial Load 6.00 k Section Length 6.625 in Section Width 6.625 in X -X Axis Moment 0.00 k -ft Flange Thickness 0.280 in Plate Dimensions Web Thickness 0.280 in Plate Length 12.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 3,000.0 psi Plate Thickness 0.188 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Anchor Bolt Data Pier Length 36.000 in Dist. from Plate Edge 1.500 in Pier Width 36.000 in Bolt Count per Side 2 Tension Capacity 2.000 k Bolt Area 0.307 in2 Sl/mmary • Baseplate OK Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 41.7 psi Allow per ACI 10.15 3,570.0 psi Full Bearing : No Bolt Tension Allow per AISC J9 2,793.0 psi Plate Bending Stress Thickness OK Actual fb 25,551.8 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 2.000 k • • if op /2 • • '' '. ~ AA! Engineering Title : Job # . 4875 SW Griffith Drive, Suite 300 Dsgnr: Date: a •: Beaverton, OR 97005 Description 503 - 620 -3030 Dave Sandahl, PE Scope We KW06 906 0 Vcr 5.1.3 22-Jun-1333, W G Timber Beam U er KW •06m32 '% (c) 1383 33 ENERCALC ...,._. -� ..,,_ �...,.....,-.. ,.... .:... .4s.., .,• a,,. ..,,.,<_ ,,.<...,_,...,, _,.. ,..._,_,,, ,,..< .. ,� ,,. <, e120041a04138011structtenercalcecwPlanRe Description Beam B -11 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x30.0 Center Span 26.50 ft Lu 2.00 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 30.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi . Load Dur. Factor 1.150 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 35.000pcf E 1,800.0 ksi Full Length Uniform Loads Center DL 345.00 #/ft LL 575.00 #/ft • Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL • #/ft Summary Beam Design OK Span= 26.50ft, Beam Width = 5.125in x Depth = 30.in, Ends are Pin -Pin Max Stress Ratio 0.537 : 1 • Maximum Moment 84.0 k -ft Maximum Shear * 1.5 15.5 k Allowable 156.5 k -ft Allowable 33.6 k Max. Positive Moment 84.04 k -ft at 13.250 ft Shear: @ Left 12.69 k Max. Negative Moment 0.00 k -ft at 26.500 ft @ Right 12.69 k Max © Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.307 in Max. M allow 156.50 @ Right 0.000 in Reactions... fb 1,311.83 psi fv 100.99 psi Left DL 5.07 k Max 12.69 k Fb 2,442.85 psi Fv 218.50 psi Right DL 5.07 k Max 12.69 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.204 in -0.512 in Deflection 0.000 in 0.000 in ...Location 13.250 ft 13.250 ft ...Length /Defl 0.0 0.0 ...Length /Deft 1,555.7 621.36 Right Cantilever... Deflection 0.000 in 0.000 in ... Length /Deft 0.0 0.0 I Stress Calcs Bending Analysis Ck 20.711 Le 4.118 ft Sxx 768.750 in3 Area 153.750 in2 • Cv 0.891 Rb 7.515 CI 0.993 Max Moment Sxx Req'd Allowable fb @ Center 84.04 k -ft 412.82 in3 2,442.85 psi @ Left Support 0.00 k -ft • 0.00 in3 2,460.44 psi @ Right Support 0.00 k -ft 0.00 in3 2,460.44 psi Shear Analysis @ Left Support @ Right Support Design Shear 15.53 k 15.53 k Area Required 71.060 in2 71.060 in2 Fv: Allowable 218.50 psi 218.50 psi Bearing @ Supports Max. Left Reaction 12.69 k Bearing Length Req'd 3.960 in Max. Right Reaction 12.69 k Bearing Length Req'd 3.960 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = ' 0.00 ft 0.00 k -ft 12.69 k 0.0000 in @. Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in (Z oFIZ 1 " ''' . ff. /' LA I alSbaa f i- ' RFC: 17°H 1 ENGINEERING AUG ° 2006 ' j.t Y ut` _ . iv r'Li:L REVISED AND ADDENDUM LATERAL CALCULATIONS Project: Freeman Office Building #2 (IBC . Update) PROJECT #: A04138.01 DATE: August 21, 2006 • PERMIT SUBMITTAL 81Z. v. P . . ; G l x 4.-4: . 1 � Client: John Annand II 114262 • , r : t ,6; Contents: ` Revised Lateral 1 to 1 Addendum Calcs 2 to 4 4875 SW Griffith Drive I Suite 300 i Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m • . • • ' .. • ' s 1e VEk 7 WA/ 6, '. 4-.0 / C C" V ; f : 0. -fr 1-0-- ,CooF DL 2-_- /0.0 •( / 9 rl /2 c .t /- L-e....1.../..--. .L., i___ Z I — ` I f •-..°‘ i'V LI- 1 .:-- :YD. o p$F 2 . o WALL IR V -.- 3.1- K .... 3.4k ------------- 10.5 - 44.5 FT-K - T.,. C .,_ 41-519,5 zi•.7 c • ( -0 C 0 la ; :.-. 1-0-(1.0- 0.7 .g :;Ii. L NET upi./FT,_ 4.7-6. 4.4 g., t - ! ( /• 1 gic-d-IT 11E7 oP1 -.-. 47 - I. / .7 3. K t J sIDE-. WALL 2 4. J . :::-'..•,' v :-.: 1. A=. m , /.5("3.1:.: ., .5. 5 IL 1 DO (4, -:-)( /,,,..._ \.:: (-;: • l) -1. /0 (6. 7- 5)_ 7 -.% • i i) - "r 1-1P/FT :_- 5.5%0.7 c 4.e<t ■ .. - V(4-LL 3 R 1 4( ,,.....: ..,..-, z. 7 - ..:-.. C.. = , . i L I P/ /. 5:." 3... K S. NET UP/F7 L_ r (0 .-"; )j - 1- io : .0 , - '/-- , • /.-• -.+ / (6.:-'-,;)(, o , 9 ..7. - L --- 1 * s JET 3 - 5/1' «: 7 -z_-- . , - 5ts . — .5 /1 K --- _____-■._ , WALL i L. , 5,0 J „ - 7 . o V ,. 6 .3 ti 1, v . ,, ; ■ 7:-_-c ,. 6.3 ( ( C' , P6 /50E N f? LI ri i r- 7 r_ / . _ 0. ..'; :- /0.4 :, 't ,FGHAN ASSOCIATES, INC. FR.Ft11141.1 G', 5 i_Dc, Z BY 1" A DATE 46-7 a40q CONSULTING ENGINEERS JOB NO /194/25 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620.3030, FAX 620-5539 SHEET /- / ° f q • a• , Vf�JL -CAL- 4-T Z % % g Dot W (/ ) Z� ) — o( 6-5) /000 f 1A Ys R- Z /9. L / /95 / 6x Lbi S/� 6 3 - (L-Q -Hg2- J z-SD Uz L So ( -S ) : Z7.5 4, Zo 7 - 1� //5 / ,r /S -b ( %) 7a 9F Z t 1'1 ) o (t-°) 1•�6 3 5") J S 35_2E110 3 r6/ej ( °) ` 2 • — 3A/ 7 16 p_ -`/f S/s . / C ( '% ) y t�' fL I S S f/S5 Sx 5 7 ( , AFGHAN ASSOCIATES, INC. A.',--014,1 pf f / BY 1 DATE /14 Y b b CONSULTING ENGINEERS _^ 6960 S.W. VARNS ST., SUITE 200 JOB NO O C / / �l7 TIGARD. OREGON 97223 (503) 620-3030. FAX 620-5539 SHEET OF • , r 1 s /O . H of 5 (roof) lJper = �= CS� V D) I t 5°( 6:5) Igo ` klo p- ` 3f3O ('S1L ` Zes° A�„ ..6 • C AFGHAN ASSOCIATES, INC. rtrf A, f OF - I f c ¶L � `. BY A ? DATE / i47o14 % CONSULTING ENGINEERS JOB NO / (./ 3 t' O 1 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 3 (503) 620 -3030, FAX 620-5539 • SHEET 3 OF • r • — Cod i./ G ✓,+,� — 4 2 3 ( 3 ( 8 3 , D ) /0 ) //V5-3 F Rona p4C L< _ � % 5 GtzgJ/ ' ( 1'S ) ( L ) — ca4, G �"' • AA I afghan associates, inc. By: PS Date: 4 ✓G O ". ENGINEERING 4875 SW Griffith Drive I Sane 3001 Beaverton. OR 197005 Project No.: �� g. 5 • 503.620.3030 I tel 503.620.5539 I fax / / www.aaieng.com Sheet: 7 of: U . . - s... . i\ 1; 22 GL5A Gt._ .g L , __;e41\\ 1 L WIN / ' , \-\ I !!, //\ \ / (9-jI i /Is° I - i (Ci F.- S1o. S % x 1Z A.s,r7 k r,- (6) y r'!. 6. Pw /i ?c. /A/-1 3y (- c-E Art r Cl- 3 V Al -1 7 GL t1, !`"r GL. S '45. I , f p I O ., J .L —_ -O i O 3L L I `t I 3 ,J=__ Er 3 I,L > ��1 I ,c,. i — (V— GX ),- 5!DC F�5 /,_/K /Zx Et) . s v iX ,_i , ', j (2-) ., '',4 fi,. s , -0 ,/ ts 5 -5- Gc t . Z.-. ff-t‘ ' ( _/) / .. / / ( Eco'ALL S1 -(vAt' To tax L A.-10 • Gt. 5% rL5 u - t N,vJiz� oS� Cox (,x / o v'' /Ii_, • 1 -4/- H f4JC J(' ; 4 _ � �� 6_04 /01 e y aG c,��/ • SQ L O Fob tL, Vt./0 T GL g / tv? I L-eW__ 6✓c �c (141/1/ ,s/ DerA) _ 6 = • J RECEIVED MAY 16 2006 CITY OF TIGARD BUILDING DIVISION FREEMAN OFFICE BUILDING # 2 qrn S.W. LOCUST STREET TIGARD, OREGON PROJECT # 03 -005 MAY 11, 2006 BEAM & TJI JOIST CALCULATIONS John D. Annand II NCARB Architect 8260 S.W. Hunziker Street Suite 150 Tigard, Oregon 97223 1 dlit D. ANNAND II fa N f ix TI 1• w, OREGON 1902 L OF OW) ' C3 - 3 t= L c) o t t5, . 114' 4. 8o 4%tpx (4.,5= 1 tom = I.5(1) 40)(12.5) 27 1 8 5 1 al 24-0Q 5 /gx I(4,1/2_" oK. = C3) 2 5• 1. 6 '7 S 6.11. ooul►U 0 Ee km 1. LA I . /6 ':Z. • B- I I V,. ©a t= /=%0*-,1 . 3ofe - r c ea. A. L. C i cw• L , L. , + tg L . = 2 s' 4 + 2 . 0 4 4 / 4 3 ? 4 3 / f 0 $ o; wr = 4 S )( 24 = , 102:40 11 / 1 ✓Z/l 1. �_ :.s��•.. - •..; .�.�- '� 5.�! `i�. ,<�.L . N7 24.5 M 1.5 n8o) (2 Co,$) z- = 1 1. --1 i . $ 4 7.4- < . 48.$ 24 do (3sI 310 2.9 o 1 4.0 L14,s (Z) i 53•x. 361;6. s Net•�� 4 • M. L 1 io,tV OIL ILK-1G 11 2- Pc MR-yammer B 11 7/8" TJI ® /L65 @ 24" o/c .. TJ- Beam(TM) 6.10 Se NNumber 7002125392 User :3 1°1612°°4 11:56:30AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 1.10.3 FOR THE APPLICATION AND LOADS LISTED 40$ 0 © • v, 8' - -- Product Diagram Is Conceptual. LOADS: • Analysis is for a Joist Member. • Primary Load Group - Office Bidgs - Offices (psf): 50.0 Live at 100 % duration, 15.0 Dead, 20.0 Partition • SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Glulam or solid sawn lumber beam 5.13" 5.13" 400 /280 /0 /680 End, TJI Blocking 1 Ply 11 7/8' TJIS/L65 2 Glulam or solid sawn lumber beam 5.13' 5.13' 400/280 /0/680 End, TJI Blocking 1 Ply 11 7/8' TJIS/L65 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1000 1000 • 1925 Passed (52 %) Rt. end Span 1 under Safe loading Vertical Reaction (Ibs) 995 995 1885 Passed (53 %) Bearing 2 under Safe loading Moment (Ft -Lbs) 1136 1136 6750 Passed (17 %) MID Span 1 under Floor loading Live Load Defl (in) 0.022 0.244 Passed (L/999 +) MID Span 1 under Floor loading Total Load Defl (in) ' 137 0.366 Passed (L/999 +) MID Span 1 under Floor loading TJPro CP 40 Passed Span 1 Deflection Criteria: Specified(LL:U360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2'. Intermediate supports, 5 1/4'. - Deflection analysis is based on composite action with single layer of 23/32' Panels (24" Span Rating) GLUED & NAILED wood decking. - Braclng(Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. TJ RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32' Panels (24" Span Rating) decking. The controlling span Is supported by beams. Additional considerations for this rating Include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific product application, input design loads and stated dimensions have been provided by others ( • ), have not been checked for conformance with the design drawings of the building, and have not been reviewed by TJ Engineering. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. • PROJECT INFORMATION: OPERATOR INFORMATION: Craig McManus Trus Joist 8285 S.W. Nimbus St. Suite 105 Beaverton, OR 97008 Phone : 503 -520 -7104 Fax : 503-526-1937 • mcmanuo@trusjoistcom Copyright ° 2003 by True Joist, a Weyerhaeuser Business TJIe and TJ -Beam° are registered trademarks of True Joist. e -I Joist',Pro' and TJ -Pro' are trademarks of True Joist. k r � F Lit RM /d.4 • OElf * Q AVEyeehaeuser Business 16" TJI ® /L65 @ 16" o/c • TJ-Beam(TM) 6.10 Serial N u m b e r 7002125392 User3 10/6/2004 11:59:33 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 1.10.3 FOR THE APPLICATION AND LOADS LISTED 5 d - 8 El 4 20' Product Diagram Is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Office Bldgs - Offices (psf): 50.d Live at 100 % duration, 15.0 Dead, 20.0 Partition • SUPPORTS: • Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift /Total Depth 1 Glulam or solid sawn lumber beam 5.13' Hanger 666 / 466 / 0 / 1132 1 16.00' N/A Top Mount Hanger None 2 Stud wall 5.50' Hanger 668 / 467 10 / 1135 1 16.00' 1.50' Top Mount Hanger None HANGERS: Simpson Strong-Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITT316 0/12 0 N/A No 0 Douglas Fir 2 Top Mount Hanger MIT316 0/12 0 WA No 0 Douglas Fir - Nailing for Support 1: Face: 2 -N10 , Top 4-N10 , Member. 2-N10 - Nailing for Support 2: Face: 2 -10d , Top 4-10d , Member. 2 -N10 DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) • 1083 - 1083 2330 Passed (46 %) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1083 1083 1885 Passed (57 %) Bearing 2 under Floor loading Moment (Ft -Lbs) 5176 5176 9210 Passed (56 %) MID Span 1 under Floor loading Live Load Defl (In) 0.223 0.637 Passed (L1999 +) MID Span 1 under Floor loading Total Load Defl (In) • • 0.956 Passed (U604) MID Span 1 under Floor loading TJPro 40 Passed Span 1 - Deflection Criteria: Specifled(LL:U360,TL:U240). - Deflection analysis is based on composite action with single layer of 23/3? Panels (24' Span Rating) GLUED & NAILED wood decking. - Bractng(Lu): All compression edges (top and bottom) must be braced at 4' 11' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -2000 Ibs concentrated load requirements for standard non - residential floors have been considered for reaction and shear. • 'J RATING SYSTEM The TJ-Pro Rating System value provides additional floor performance information and Is based on a GLUED & NAILED 23/3T Panels (24' Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. ADDITIONAL NOTES; • -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). Allowable product values shown are in accordance with current TJ materials and code accepted design values. The specific product application, Input design loads and stated dimensions have been provided by others ( ), have not been checked for conformance with the design drawings of the building, and have not been reviewed by TJ Engineering. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Craig McManus Tnis Joist 8285 S.W. Nimbus St. Suite 105 • Beaverton, OR 97008 Phone : 503-520-7104 Fax :503526.1937 • mcmanuc@trus)oist.com Copyright ° 2003 by True Joist, a Weyerhaeuser Business JI sa TJ -B eam° are registered trademarks of True Joist. I Joiet',Pro' and TJ -Pro' are trademarks of True Joist. Simpson Strong -Tie° Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. TRUS JOIST BEAVERTON Fax:5035261937 Oct 8 9 :15 P Yi ^�� \ • 1• is • � Oltiat�.t�4L • • TJ e.a 04 s.lo 9.rlarran r. X00212 11 T/8" TJ I® /L65 IS 16" o/c . .. . User +o/620049o5aM T HIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Paget 6apa» veasan: +.1o.a . FOR THE APPLICATION AND LOADS.LISTED . - • . to o� • I .I • c:=TI . ..1, . a- 1r t;- :9 : Product DMl�tT1 I• Conceptual. • LOADS: Analjrsle q fora Jolel Member. ' • 'Primary Load Group - Office Bldp - Offices (psf); 60.0 Live as 100 % duration. 15.0 Dud. 20.0 Partition SUPPORTS: • Input Baring Vertical Reactions (Ibs) Ply Depth Mating Odell Other • . Width Length t.M/DeadAlpIlltRotsl Depth . • 1 Ghilam or solid sawn Iarnber beam 5.13' Hanger 982 / 208 / 0 / 850 1 11.88' WA Top Mount Hangar None • 2 Stud wit 5.50' Hanger 384 / 289 / 0 / 653 1 11.88' 1.50' Top Mount Hanger None • • • • HANGERS: Simpson Strono -Tls® Connectors • • Support Model Slope Skew Reverse Top Flange Top Flange Support Wood • • . Flanges Offset S1op8 Special 1 Top Mount Hangar 177311.53 0/12 0 WA No 0 Douglas Fir • • 2 • Top Mount Hanger MIT311.68 0/12 0 WA No 0 Douglas Fir • - Nailing for 8upporl 1: Fare: 2-N10 , Top 4 , Member. 2-N10 • Meiling for Support 2 Face; 2 -10d , Top 4-10d , Member :2-N10 E$ION CONTROLS; • 11 ... Maximum Design Control Control Location . .Sheer (lbs) • 1000 1000 1925 Passed (52%) Rt. end Span 1 under Safe loading ' Venial Reaction (lbs) 995 995 1885 Passed (53 %) Bearing 2 under Safe loading . •' Montan( (Fl -Lbs) 1590 1590 8750 Passed (24 %) MID Span 1 under Floor loading • Live Load Dell (In) 0.050 0.354. Passed (LI999 +) MID Span 1 under Floor loading ' Total Load Daft (in) • 0.085 0.531 • Passed (L/999 +) MID Span 1 under Floor badYp. • TJPio 65 40 Passed Spen 1 • • - Deflection Criteria: Speelfled(LL:L/380,TL•L/240). • . - Deflec8on analysis Is based on composite action with single layer of 23/3? Panels (24' Span Rating) GLUED 6 NAILED denting. - Bredng(Luk All compression edges (top and bottom) must be braced at T 5' o/c union detailed otherwise. Proper attachment end positioning of lateral bracing is required to &Move member debility. • . . ;2000 In Concentrated bad requirements for standard non-residential (loon have been considered for reaction and 'sheer. • ' • ' ro RATIN9 SYSTEM -The YJ -Pro Ralingsystem value provides additional floor performance Information end Is based on a GLUED & NAILED 2a/3? Panels (24' Span Rating) decking. The controlling span Is supported by bums. Additional ootalderettons for this rating include: Citing -1/2' Direct Applied Gypsum Crating. A structural analysis of the deck has not been performed by the per - • ADDITIONAL NOTES: • IMPOR'TANTI The analysis presented Is output from software developed by Trus Joist (TJ) Allowable product values shown ore in accordance with currant TJ materials anti code accepted design values. The specific product application, Input design loads sad stated dimensions have been provided by others ( L. have t been ducked for conformance with the design drawings of the building, and have not been reviewed by TJ Engleefo g. . ti, AN AN • ALYSIS FOR TRUS JOIST PRODUCTS ONLY/ PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. • • . „ *doable Stress Design mslhodotogy was used for Building Code UDC analyzing the TJ Custom product Dated above. • • • • : • p ROJECt1NFORMATlON; OPERATOR INFORMATION; • Craig McManue • • Trus Joist • 8285 S.W. Nimbus SL Sub 105 • • • Beaverton, OR 07000 . • Phone : 5034204104 • Fox :503328.1037 • • • • • mcmartuootnnloist com • Copyright a 3001 by True Joist, a Weyerhaeuser lupines •TJI and TJ -a.aaa are registered trademarks of True Joist. s -I Jolatw,aro' and TJ -Pro' ass trademarks or Tine Joist. • - . aims= Strong -Tie Connectors is a registered trademark of aiapson Strong -Tie Company, Inc. . • • • TRUS JOIST BEAVERTON Fax:5035261937 Oct 8 10. 9:15 P.02 • . v^ tv -_,Ii..fmfieste- . -... . .. .... At-.. ourr Bunn T,�a:smom)8.10 12 11 7/8" TJI®/L65 (� 24" o /C Uaic3 1W02004 Paps 1 Eno ,. vow: 1.10.7 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Q oC1 O FOR THE APPLICATION AND LOADS USTED 1 0'' 6 /I Wenner stapes .2512 Real sbpeJ6N2 Overall Otmeeatstealr lQ" S' T • Q I AU dimensions sr* horizontal. PiodtiotDiagrlam Is Conceptual. LOAQat . . Analysis Is for.. JoIM.Member. Primary Load Group - Snow (psf): 25.0 We at 116 % duration, 15.0 Dead . Vertical Loads: • . Type • Class Uwe Dud Location Application i�� Tapered(pd) Snow(1.16) 30.0 To 0.0 0.0 To 0.0 0 To 6'- Adds To Polnt(Ibs) . Snow(1. 0 200 0 - WAD . • •OUPPOl7S • • . Input Bearing Vertical Manion (Ibe) Ply Depth Netting Detail Other • Width Length UvslDeadIUpdWTotal • Depth • • • 1 •'Plate On steel beam 3.60' 3.60' 787 / 584 / 0 / 1351 N/A N/A N/A Overhang 1 Ply 11 7 /8• TJI0VL65 . 2 Olulam or sold sawn lumber beam 3.50' Hanger 4031 201 / 0/ 805 1 11.88' N/A Top Mount Hanger None HANGERS: 8lmason Strona•T1e1®Connectorrl • . Support • Mod& Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slop* SWISS . • 2 Top Mount Hanger 171311.88 .25/12 0 N/A No 0 Douglas Fk. • * Wing for Support 2: Face: 2-N10 , Top 4+110 , Member. 2. NO • • .ESION CONTROLS - • . Madm,mn Design Control Control Location - . Shpdr (msj• • • 780 709 2214 Passed (32%) LL end Span 1 under Snow boding ' . Viriesl Remotion (lbs) 1351 1361 3198 Passed (42%) Bearing 1 under Snow loading • • . • .Moment (Ft -Las) • 2111 2111 7782 Passed (27%) MID Span 1 under Snow ALTERNATE span boding • • Live toed Dell (In) 0.177 0.803 Passed (11999.) MID Span 1 under Snow ALTERNATE span toning . - . • Total Load DM (In) 0.238 1.071 Passed (U810) MID Spen 1 under Snow ALTERNATE span loading - Deflection Criteria: Spedled(LL•L/240,TLU1S0). Addiionalchecks follow. • -Left Ovsrhsing:(LL :L/120, TL:Lp0). • ?Brecl ni(Lu): AI oompreselon edges. (top and bottom) must be braced ate' 6' o/o unless detalsd othendse. Proper attachment and poaldoning of Island bracing Is required to achieve • member etabllty. • Tlte load conditions considered In this design oneysis Include alternate member pattern loading. . • , ADDITIONAL NOTES; • 4MPORTAIM The analysis presented Is output from software developed by Treat Joist (TJ). Allowable produol values shown are In accordance with current TJ materials and Gods accepted deilgrl values. The spedeo product epplcatIon, Input design bads and stated dimension have been provided by others ( ), have • •, not bien checked for conformance with the design drawings of the building. and have not been reviewed by TJ Er/jabbering. •.THIS ANALYSIS FOR TRUE JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION V0108 THIS ANALYSIS. !Allowable Stress Deets, methodology was used for Guiding CodO UBC analyzing the TJ Custom product naiad above. • . •- - (M(nimum out length) • (Overai.horfrnrttal length) x 1.000 + 114' • • PROJE9T INFORMATION: QPERATOR INFORMATION; . Craig MdAsn s ' :TnsJoist - • 8285 S.W. Nimbus St Suite 105 Beaverton, OR 91008 . • Phone: 503.620.7104 • • Fax :603.525.1937 • mcmanucObllsJolit corn Copyright • 3003 by True Joist, a Maysrh awi•eus I1TI. sad TJ -nano• ass registarsd tr ademar ks of True Joint. • s -I Joist and 73 -Pro are trademarks of Tr. Joint. . Simpson Strang -Tie• Connectors is s registered trademark of Simeon Strong -Tie Corwny. Inc. • • • TRUS JOIST BEAVERTON Fax:5036261937 ,Oct 8 2004 9:16 P.03 • : ' ' 1014` OPrtatC.C. A-Z . TJ:easn,cTM)e:1o8. N 7002125392 16" TJI®1L65 @ Z4 o/c t)'"'3 10/84004 s 4 At' THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Pace., Engine version: 1.10.3 . — . FOR THE APPLICATION AND LOADS LISTED • • e% -1:' . A Member Slope J112 Rod Slope.26n2 • .1.--....----., ------ 7:: — :1- • mg - - • / Alli .. All Simon are horizontal. 31' n Product oi»yram Is Conceptual. . LOADS: • l . ..nolyils le for a Jolat Member • .. Printery Load Group • S now (pef): 25.0 Line at 115 % duration. 15.0 Dead • either Loads: • Type Class Llve Dead Location Application Comment • • • ,S.Tepered(psf) Snow(1.16) 0.0 To 30.0 0.0 To 0.0 25' To 91' Adds To teitirr . SUPPORTS: • Input Bearing Vertical R•aetIOns (lb.) Ply Depth Nailing Detail Other ' • Width Length LIve/DsadlUpliRRotal Depth • • I Ghrlem'or solid sawn limber beam 6.13' Hanger 784 1 485 /0 1 1248 1 18.00' N/A Top Mount Hanger None 2 Stud wall 5.60' Hanger 948 / 468 / 0 / 1412 1 18.00' 1.50' , Top Mount Hanger None • • HANGER,: SlmnIort Strona Tle® Connector+ • . SUPP Model Slop Skew Reverse Top Plunge Top Flange Support Wood Flanges Offset Slope Species - . 1 Top Mount Hanger ITT918 _ .25/12 0 N/A No 0 Oohs flr • 2 Top Mount Hanger LBV018 .25/12 0 N/A No 0 Doupl s Fir • ' . - Nailing for Support 1: Face: 2 -10d , Top 4-10d , Member. 2-N10 - N6lllirg for Support 2: Face: 2.104 . Top 4 -1Od , Member. 2-N10 • DESIGN CONTROLS: • Maximum Design Control Control Location ......) Shear (Ibs) -1349 -1349 2880 Passed (50 %) RL end Span 1 under Snow loading S pied Rgadlon (tics) 1340 1349 2188 Passed (82%) Bearing 2 under Snow loading . • oment (FI -Lbs) 9212 8212 10591 Passed (87%) MID Span 1 under Snow loading +IJve Lobe Dell (In) 1.110 1.508 Passed (IJ328) MID Span 1 under Snow loading . - : ; Total Loacf0e6 (In) 1.758 2.008. Passed (U208) MID Span 1 under Snow losers • -- -0aflediOn .: BpeoHkd(LL•L/24o,TL•U180). . - Braaing(Lu): A9 compression edges (top and bottom) must be braced et Sr o/c unless detailed of .swhe. Proper attachment and positioning of lateral bracing le required to achieve member stability, .. A0pmONAL NOTES : -IMPORTANTI The analysls Is output from sofiwere developed by The Joist (TJ). Allowable product values shown are in accordance with current TJ materials and (rode . . accepted design values. The specific product application. Input design loads and stated dimensions have been provided by others ( ). have not been chedued for conformance with the deslgrtdrawInge of the building, and have not been reviewed by TJ Engineering. • . . •THIS.ANAL'YSIS FOR'TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS.ANALYSIS. • • -Nlaerabis Stress Design methodology was used for Building Code UBC anahp ng the TJ Custom product Fisted above. • . -(Mlnsnum out length) ■ (Overall horizontal length) x 1.000 + W1 B' • pROJEC•T INFORMATION: OPERATOR INFORMATION; • . Craig McManus . Trus Joist - - • 8205 S.W. Nimbus at Suite 105 Beaverton, OR 87008 4- Plane : 503420 -7104 Fax :603528.1937 - - martenuo®tru5Jobtoom Copyright • 2002 by True Joist, a Weyerhaeuser mwsimeee Ti!' and TJAleam' are registered trademarks of True Joist. . e -I Joist',ero' and III-Pro' ars trademarks of Tree Joiet. • Simpson Strong -Tie• Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. • • • . AAI �is — ENGINEERING R��,E6 �� MAY1 2006 CITY of i BUILDING DIV S oN LATERAL CALCULATIONS 1 i Project: Freeman Office Building #2 (IBC Update) 131/ PROJECT #: A04138.01 . DATE: . May 5, 2006 PERMIT SUBMITTAL , `. J PROk Client: John Annand II , a A.4 o� w 11 6, Contents: F o . , � • Revised Lateral R1 to R18 Lateral Design L1 to L88 y Y 17 13 , x + R. AF I EXPIRES: 12/31 /c4 1 4875 SW Griffith Drive I Suite 300 I Beaverton, OR I 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m • • • AA I afghan associates, inc. ENGINEERING PROJECT: Freeman Office Building #2 PROJECT #: A04138.01 (Code Update) DATE: May 5, 2006 DESIGN SUMMARY Scope: AAI to perform shear wall and moment frame calculations on the building noted above. Gravity systems are to be designed by others. . Calculation Summary: The original calculations (pages Ll to L88) were based on the 1998 Oregon Structural Specialty Code (OSSC). In the interim, the 2004 OSSC has been adopted. The wind loading did not change, but the seismic requirements did (see pages R1 to RI 8). The original OMRF had to .be changed to a special moment frame. All other seismic loading was found to be conservative. • 4875 SW Griffith Drive I Suite 300 I Beaverton, OR 1 97005 503.620.3030 I tel 503.620.5539 I fax w w w. a a i e n g. c o m y .. IA SET) c,4cG�cAii /S Zoo OSSL 3E1 Srr ,G = 5/5_ >Y6o /ZZ -773(; Coil c . - ✓ o. l SLt / ( Uc-r ) J 0. / oci (A51) < O, ! s J d c ) [ ov-ic‘.... 1 4c..... pa-sic- / is cod S 6z✓ - STEa/AL STL t l o'i (�ir" ,&,<" (FL tiwo) : 0 . • 1 / 1 (vLIT) 7 0.oe (4 ) G o1 Y3 oZic. De-sic,,,/ I s c‘.7.Js6,z ✓_ 571,c 'Gi /Eck-s . DC-c-P }se- Sri ) J.01. Q • - e./ (o(H) ) c V--)7L(ecef-) 3� 415c 3li •/57 A- 1Gc,e _00 is _ o.y•✓ P Ck L80 yl D.��r� ' 0,60(zs-) /g9-L > I • ( "C Ti ✓ J )) v' L (9 E Ll30 ✓ AFGHAN ASSOCIATES, INC. OF `t Li BY "CDS DATE 4 o ce CONSULTING ENGINEERS JOB NO 40 y 0) 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 n (503) 620.3030, FAX 620-5539 SHEET I OF Ifs ` TopoZone - The Web's Topographic Map, and more! Page 1 of 1 `�� - .:i _�;��: =,�� , , -: ,;��;�:� n , - - .- _.lea- �t,?iis :=n yap . ...�.. - ' + ° �.- 5. _ -.v,:....f ;k •'•..It: �'> i'1)f VIEW MAPS GET DATA MY TOPOZONE WEB SERVICES . ABOUT US Map /Photo Info 1 45.4480 °N, 122.7738 °W (WGS84 /NAD83) Topo Download USGS Beaverton Quad View TopoZone Pro aerial photos, shaded relief, street maps, Photo Download 1 ' USGS - Interactive coord inate display, and elevation data Topo Maps :—, a 1:24K/25K Series \ Iltopozone_. Medium ■ d' - (. U ').• .A - '`'t • •. v- , r Cayoi�17999.0014pa 93aa,lc.11 -.• ' .1 *- - --- l•. • :'z �. -. ■ 1:100K Series ry t a '• a -' ,,.'s. . c to - ''ve' - t • 1:L.:. : _ fi sr t' 1:250K Series 1r1 B1� q o ., N. — Map Size ' •.. � ..\_ : I " : •--... -' , , . % . n . •c :4, • ti Small qr 'n - • • •' - 4 � l . r • f' i ....• •,�. . -y "`• .'; /.`- : t' Large . _ " . ; S ;' ,. ;j t' .. ^: . • View Scale . a WC � it F c r=-*' , #�k. d '� ' �' 1 1 : 50,000 1 , --, � a ::_ _ ''`;` .:. • _ -� • sF:l f f" ; ■"irk Update ''Ma s. • .� �� d - ...'... 4 ..:� -. _ .a • ti I,, E •b • .. gym I 4 % e t X14 , , { Coordinate Format ! l \ '�' ' `- . r • • • • • Mer.z rer, i • - '� = � I ' J 1 . . ,.) , , r s ]DD.DDD ,t � �. • '�. ~� ` 1, � ,....;% 4 P.Sa /: f • ti .: 4 • • Coordinate Datum t 1 'N, .. ! • . � � , ... �- " ; , WGS84 /NAD83 Y� F �'�_: '_. , -, �: - -•�,•' ' i � v' 7. ' ' I . F Show target .:; �`. . - _y- — • i.• h - ; '. 1 '4 : °' q- 4 -' _ I •,.� r • Email this map w . \ _., j, r!'' -/.7. ': N ti .. f * ...h• F.'. . . • Bookmark this map . • - = ... - - Print this map * M . G r 0 0.3 0.6 0.9 1.2 1.5 km ti imyTopo + • 0 0.2 0.4 0.6 0.8 1 mi GET A M =17.51 CUSTOM G =0.161 What's This? MAP PRINT TopoZone.com © 1999 -2004 Maps a la carte, Inc. - All rights reserved. Use of this site is governed by our Conditions and Terms of Use. We care about your privacy - please read our Privacy Sta , 12- Z or 4-16 http: / /www.topozone.com/map. asp ?z =10 &n= 5032745 &e = 517692 &size =s &datum =nad83 ... 4/17/2006 Maximum Considered Earthquake Ground Motion for 48 states Page 1 of 1 usGs science for a changing world LOCATION 45.4480 Lat. - 122.7738 Long. The interpolated Probabilistic ground motion values, in %g, at the requested Maximum Considered Earthquake Ground Motion Ss, 0.2 sec SA 106.26 Si, 1.0 sec SA 37.19 Analysis Options page Design Values page • • S Of 1 http: / /egdesign .cr.usgs.gov /cgi- bin/design- lookup- 96- D6.cgi 4/17/2006 • • • V ti' IBC2003, EARTHQUAKE LOADS (Sec. 1616 Soil Site Class D Table 1615.1.1 (Default=D) Response Spectral Acc. (0.2 sec) S, = 106.26 %g = 1.063g Figure 1615(1) Response Spectral Acc.( 1.0 sec) S, =-37.19%g = 0.372g Figure 1615(2) Site Coefficient F,= 1.075 Table 1615.1.2(1) Site Coefficient F.= 1.656 Table 1615.1.2(2) Max Considered Earthquake Acc. S = F,.S, = 1.142 Eq. 16 -38 Max Considered Earthquake Acc. S = F,.S, = 0.616 Eq. 16 -39 @ 5% Damped Design SDs = 2/3(SMS) = 0.762 Eq. 16-40 SD, = 2 /3(SM,) =0.411 Eq. 16 -41 Building Categories II, Standard v = Seismic Use Group I Table 1604.5 &Sec.1616.2 Design Category Consideration: Flexible Diaphragm I. Seismic Design Category for 0.1sec D Table 1616.3(1) Seismic Design Category for 1.0sec D • Table 1616.3(2) si < .75g NA Note a, T- 1616.3(1),(2) Since Ta <.8Ts (see below), SDC = D Control (exception of Section 1616.3 does not apply) Comply with Seismic Design Category D per ASCE -7, 9.6.2.2.4, 9.5.2.4.2, 9.6.2.6.4, Equivalent lateral force procedure BEARING WALL SYSTEMS Basic Seismic Force Systems T- 9.5.2.2 I Speaai concrete shear wag I V C 0.02 x= 0.75 T - 9.5.5.3.2 Building ht. H,= 26.5 ft Limited Building Height (ft) = 160 6„.= a 206 ferS�ef 0.411g Table 9.5.5.3.1 • Approx Fundamental period, T. = C,(h,f = 0.234 sec. , Eq. 9.5.5.3.2 -1 < Cu.T:- = -0460 Use T = T, = 0.234 sec. 0.8Ts = 0.8(SD, /SDSI = 0.431 Control (exception of Section 1616.3 does not apply) Is structure Regular & 5 5 stories ? Yes ( V I ASCE 9.5.5.2.1 Response Spectral Acc.( 0.2 sec) S,= 1.063g F. = 1.08 Response Spectral Acc.( 1.0 sec) S, = 0.372g F.= 1.656 5% Damped Design S = %(F,.S,) = 0.762 Eq. 16 -40 SD,= %(F,,.S,) = 0.411 Eq. 16 • Response Modification Coef.. R = 5 ASCE7, T- 9.5.2.2 Over Strength Factor n 2 foot note g Importance factor I = 1 Table 1604.5 Seismic Base Shear V = C, W Eq. 9.5.5.2 -1 Sos Eq. 9.5.5.2.1 -1 R /IE = 0.152 or need not to exceed, C, = SDI = 0.352 Eq. 9.5.5.2.1 -2 (R /IE).T Min C, = .044Sos = 0.034 Eq.9.5..5.2.1 -3 Use C, =tea -53 Design base sh r _ V_ = 0.152(W) Contro Simplified Seismic base shear, TI . V = 1. os =0.183 Eq. (16 - 56) R = 0.183(W) Seismic force for Architectural, Mech and Elec components per 9.6 0.4a +2z/h) - Eq. 9.6.1.3 -1 f.= (RA) Sos 0.762 a.= 1 R.= 2.5 Table 9.6.2.2 z = 15 h = 15 I =1 f 0.366Wp Bearing wall, Shear wall and anchorage Category B,C,D,E,F fp 0.40I 9.5.2.6.2.8 = 0.305(W) or = 400 SoslE = 304.63 lbs per linear ft of wall Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F F9= 0 . 8 SDSIE(Ww) Eq. 9.5.2.6.3.2 = 0.61(W) Max Seismic Load E 00 +/- 0.2S Eq. 9.5.2.7 -1, 9.5.2.7 -2 Where n„ = 2 0.2SD = 0.153(D) Deflection Amplification factor C 5 Eq. 9.5.5.7.1 Nonbuliding structures, Section 9.14.4 Response Modification Coef. R = 3_ Table 9.14.5.1.1 Importance factor I = 1 Table 9.14.5.1.2 • For flexible nonbuilding, C, = SDSI /R = 0.254 Min C, = .14 Sips I = 0.107 Eq. 9.14.5.1 -1 or Cs 0.8 S,I /R = 0.099 Eq. 9.14.5.1 -2 V = 0.254(W) For rigid nonbuilding, C, = 0.3 SDs I Eq 9.14.5.2 =0.226 / V = 0.228W 0 °� I • IBC2003, EARTHQUAKE LOADS (Sec. 1616 Soil Site Class D Table 1615.1.1 ( Default =D) Response Spectral Acc. (0.2 sec) S. = 106.26 %g = 1.063g Figure 1615(1) Response Spectral Acc.( 1.0 sec) S, = 37.19 %g = 0.372g Figure 1615(2) Site Coefficient F,= 1.075 Table 1615.1.2(1) Site Coefficient F„= 1.656 Table 1615.1.2(2) Max Considered EarthquakeAec. SMS F,.S, = 1.142 Eq. 16 -38 Max Considered Earthquake Acc. SM, = F = 0.616 Eq. 16 -39 @ 5% Damped Design S os = 2 /3(S = 0.762 Eq. 1640 So, = 2/3(SM,) = 0.411 Eq. 16-41 Building Categories II Stantlard = Seismic Use Group I Table 1604.5 &Sec.1616.2 Design Category Consideration: Flexible Diaphragm v Seismic Design Category for 0.1sec D Table 1616.3(1) Seismic Design Category for 1.Osec D Table 1616.3(2) • sr < .75g NA Note a, T- 1616.3(1),(2) Since Ta <.BTs (see below), SDC = D Control (exception of Section 1616.3 does not apply) Comply with Seismic Design Category D per ASCE -7, 9.6.2.2.4, 9.6.2.4.2, 9.6.2.6.4, Equivalent lateral force procedure BEARING WALL SYSTEMS Basic Seismic Force Systems T- 9.5.2.2 I Light frame wood Structural shear panel I V C 0.02 x = 0.75 T- 9.5.5.3.2 Building ht. H„= 26.5 ft Limited Building Height (ft) = 65 6„ 4-200 for -Swef 0.4119 Table 9.5.5.3.1 Approx Fundamental period, T. = C1(h„ )" = 0.234 sec. , Eq. 9.5.5.3.2 -1 Cu4a =0,280 Use T = T. = 0.234 sec. 0.8Ts = 0.8(S0,/S05) = 0.431 Control (exception of Section 1616.3 does not apply) • Is structure Regular & S 6 stories T I Yes i I ASCE 9.5.5.2.1 Response Spectral Acc.( 0.2 sec) S,= 1.063g F. = 1.08 Response Spectral Acc.( 1.0 sec) Si = 0.372g F„= 1.656 @ 5% Damped Design Sos = %(F,.S,) = 0.762 Eq. 16 -40 So,= 2 h(F,,.S 1 ) = 0.411 Eq. 16 -41 Response Modification Coef. R = 6.5 ASCE7, T- 9.5.2.2 Over Strength Factor n = 2.5 foot note g Importance factor IE = 1 Table 1604.5 Seismic Base Shear V = C, W Eq. 9.5.5.2 -1 C, = Sos Eq. 9.5.5.2.1 -1 R /I = 0.117 or need not to exceed, C. = S01 = 0.270 Eq. 9.5.5.2.1 -2 (R /IE).T Min C = ...._044S = 0.034 Eq.9.5..5.2.1 -3 Use Design base sh�V = 0.117(W) Control Simplified Seismic base she4 1817.5 074'1"` Eq. (16 -56) = 0.141(W) Seismic force for Architectural, Mech and Elec components per 9.6 = 0.4apS05W +2z/h) Eq. 9.6.1.3 -1 • (Rp/Ip) SOS= 0.762 a = 1 R = 2.5 Table 9.6.2.2 • z = 15 h = 15 I.= 1 f 0.366Wp Bearing wall, Shear wall and anchorage Category B,C,D,E,F fp= 0 . 40 IESosWw 9.5.2.6.2.8 = 0.305(W) or = 400 Sosls = 304.63 lbs per linear ft of wall Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F Fp= 0 . 8 Sos 1 E(Ww) Eq. 9.5.2.6.3.2 = 0.61(W) Max Seismic Load E 0Q5 +/- 0.2S05D Eq. 9.5.2.7 -1, 9.5.2.7 -2 Where O 2.5 . 0.2SO5D = 0.153(D) Deflection Amplification factor Cd 4 Eq. 9.5.5.7.1 Nonbullding structures, Section 9.14.4 Response Modification Coef. R = 3 Table 9.14.5.1.1 Importance factor I = 1 Table 9.14.5.1.2 For flexible nonbuilding, C. = S /R = 0.254 Min C, = .14 S0 I = 0.107. Eq. 9.14.5.1 -1 or C 0.8 S,I /R = 0.099 Eq. 9.14.5.1 -2 V = 0.254(W) For rigid nonbuilding, C, = 0.3 Sips I Eq 9.14.5.2 = 0.228 v. 0.228W �i IBC2003, EARTHQUAKE LOADS (Sec. 1616 Soil Site Class 0 CI Table 1615.1.1 ( Default =D) Response Spectral Acc. (0.2 sec) S. = 106.26 %g = 1.063g Figure 1615(1) Response Spectral Acc.( 1.0 sec) S, = 37.19 %g = 0.372g Figure 1615(2) Site Coefficient F,= 1.075 Table 1615.1.2(1) Site Coefficient F„= 1.656 Table 1615.1.2(2) Max Considered Earthquake Acc. SMS = F,.S, = 1.142 Eq. 16 -38 Max Considered Earthquake Acc. S = F,,.S = 0.616 Eq. 16 -39 5% Damped Design SD5 = 2 /3(SMS) = 0.762 Eq. 16-40 S01 = 2 / 3 (SM1) = 0.411 Eq. 16 - 41 Building Categories I1, Standard V = Seismic Use Group I Table 1604.58Sec.1616.2 Design Category Consideration: Flexible Diaphragm v Seismic Design Category for 0.1 sec D Table 1616.3(1) Seismic Design Category for 1.0sec D Table 1616.3(2) Si• .75g NA Note a, T-1616.3(1),(2) Since Ta < .8Ts (see below), SDC = D Control (exception of Section 1616.3 does not apply) Comply with Seismic Design Category D per ASCE - 7, 9.6.2.2.4, 9.6.2.4.2, 9.6.2.6.4, Equivalent lateral force procedure MOMENT - RESISTING FRAME SYSTEMS Basic Seismic Force Systems T•9.5.2.2 Special steel moment frames l v C1= 0.028 x = 0.8 T- 9.5.5.3.2 Building ht. H 26.5 ft Limited Building Height (ft) = NL C,f 1,200 fer -SBof 0.411g Table 9.5.5.3.1 C 0 t6 0146 c.i_- Approx Fundamental period, T. = C = 0.385 sec. , Eq. 9.5.5.3.2 -1 Cu.Ta =-0 Use T = T.= 0.385 sec. 0.8Ts = 0 . 8 (So1 / = 0.431 . Control (exception of Section 1616.3 does not apply) Is structure Regular 8 5 6 stories 9 I Yes I v ASCE 9.5.5.2.1 Response Spectral Acc.( 0.2 sec) S.= 1.063g F. = 1.08 Response Spectral Acc.( 1.0 sec) S 0.372g F„= 1.656 5% Damped Design SDS = %(F,.S,) = 0.762 Eq. 16 -40 S %(F,,.S = 0.411 Eq. 16-41 Response Modification Coef. R = 8 ASCE7, T- 9.5.2.2 Over Strength Factor n 2.5 foot note g Importance factor IE = 1 Table 1604.5 Seismic Base Shear V = C W Eq. 9.5.5.2 -1 C. = SE's Eq. 9.5.5.2.1 -1 • R /IE = 0.095 or need not to exceed, C. = SD1 = 0.133 Eq. 9.5.5.2.1 -2 (R /IE).T Min C. _ .044SD5JE = 0.034 Eq.9.5..5.2.1 -3 Use C. = 0.095 Design base shear V = 0.095(W) Control Simplified Seismic base shear, 1817.5 V = 1.2SD5(W) =0.115 Eq. (16 -56) • R = 0.115(W) Seismic force for Architectural, Mech and Elec components per 9.6 f O.4a +2z/h) Eq. 9.6.1.3 -1 p (R./I.) SDS = 0.762 a.= 1 R 2.5 Table 9.6.2.2 . z= 15 h= 15 • I 1 f P = 0.366Wp Bearing wall, Shear wall and anchorage Category B,C,D,E,F f = 0 . 401 ESosWw 9.5.2.6.2.8 = 0.305(W) Or = 4005051E = 304.63 lbs per linear ft of wall Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F F = 0 . 8 SosIE(Ww) . Eq. 9.5.2.6.3.2 = 0.61(W) Max Seismic Load E SQQE +1- 0.2SD5D Eq. 9.5.2.7 -1, 9.5.2.7 -2 Where S2 = 2.5 • 0.2SD5D = 0.153(D) Deflection Amplification factor Ca = 5.5 Eq. 9.5.5.7.1 Nonbuilding structures, Section 9.14.4 Response Modification Coef. R = 3 Table 9.14.5.1.1 Importance factor I = 1 Table 9.14.5.1.2 For flexible nonbuliding, C. = SD /R = 0.254 Min C. = .14 SDS I = 0.107 Eq. 9.14.5.1 -1 or C,= 0.8 511/R = 0.099 Eq. 9.14.5.1 -2 V = 0.254(W) • For rigid nonbullding, C. = 0.3 Sos I Eq 9.14.5.2 f = 0.228 g- . ►Z / V = 0.228W • Recommended Seismic Design FEMA -350 Criteria for New Steel Chapter 3: Connection Qualification Moment -Frame Buildings Continuity Plates should be welded to column flanges using CJP groove welds as shown in Figure 3 -6. Continuity plates should be welded to the web as required to transmit the shear capacity of the net length of the continuity plate. O 0 .101.1 r ', 1/2' MIN. RADIUS • -1 /41 41 i I L.. O> D OR I\ O> I\ ri d I i o> v • O I r-• I ' ' I Notes 1. Web doubler plate where required by Section 3.3.3.2. See 1997 AISC Seismic Provisions Section 9.3c, Commentary C9.3, and Figures C -9.2 and C -9.3 for options and connection requirements. Weld QC /QA Category BL/L for all welds. 2. Continuity plate as required by Section 3.3.3.1. 3. Required total weld strength = 0.6tp/ (Lnet )F t . QC /QA Category BL/L. --- P 4. CJP typical. QC /QA Category BM/T. For exterior beam - column connections (beam one side only), weld of continuity plate to column flange at free side may be fillet welds at top and bottom face of plate. 5. AISC minimum continuous fillet weld under backing. 6. Minimum width to match beam flange. Preferred alternative: extend plate flush with column flanges. 7. Remove weld tabs to 1 /4" maximum from edge of continuity plate. Grind end of weld smooth (500 win), not flush. Do not gouge column flange. 8. Beam connection, see Figures 3 -7 through 3 -20. Figure 3 -6 Typical Continuity and Doubler Plates Commentary: Following the 1994 Northridge earthquake, some engineers postulated that the lack of continuity plates was a significant contributing factor to the failure of some connections. This was partially confirmed by initial tests conducted in 1994 in which several specimens without continuity plates failed 3 -20 �"� of 4./15 Recommended Seismic Design FEMA -350 Criteria for New Steel Chapter 3: Connection Qualification Moment -Frame Buildings For best performance of this connection some limited panel zone yieldi is beneficial. For this reason, it is recommended that panel zones not be o r- reinforced. 3.5.1.1 Design Procedure Step 1: Calculate M at hinge location, s1, according to me ods of Section 3.2.4. Step 2: Calculate V at hinge location, s1„ according to - ethods of Section 3.2.5. Step 3: Calculate M Alf, and C,, as described in S ion 3.2.6 and 3.2.7. Step 4: Calculate the required panel zone thic ' ess using the procedures of Section 3.3.3.2. Step 5: Calculate the connection shear a + f (3 -8) V f L - where: V = maxi .- m shear at the column face, kips V = sh- . at the column face due to factored gravity loads, kips. Step 6: Des': the shear tab and bolts for Vf. Bolts should be designed for bearing, using a r- istance factor O of unity Ste s : Check requirements for continuity plates according to Section 3.3.3.1. ep 8: Detail the connection as shown in Figure 3 -7 and Note 1 of Figure 3 -8. 3.5.2 Welded Unreinforced Flange — Welded Web Connections This section provides guidelines for design of fully restrained, Welded Unreinforced Flange — Welded Web (WUF -W) connections. This type of connection is prequalified for use in Ordinary • Moment Frame and Special Moment Frame systems within the parameters given in Table 3 -3. These connections utilize complete joint penetration (CJP) groove welds, meeting the • requirements of FEMA -353, Recommended Specifications and Quality Assurance Guidelines for Steel Moment -Frame Construction for Seismic Applications, to join beam flanges or girder flanges directly to column flanges. In this type of connection, no reinforcement is provided except for the addition of a fillet weld applied to the groove weld. Web joints for these connections are made with complete joint penetration groove welds of the beam web to the column flange. Weld access holes for this type of connection should be in accordance with Section 3.3.2.7. Figure 3 -8 provides a typical detail for this connection type. These connections should be designed in accordance with the procedures of this section. • 3 -28 Recommended Seismic Design FEMA -350 Criteria for New Steel Chapter 3: Connection Qualification Moment -Frame Buildings Table 3 -3 Prequalification Data WUF -W Connections General: Applicable systems OMF, SMF Hinge location distance s d /2 + d Critical Beam Parameters: Maximum depth W36 and shallower Minimum span -to -depth ratio OMF: 5 SMF: 7 Flange thickness OMF: 1- 1 /2 "or less SMF: 1" or less Permissible material specifications A572 Grade 50, A992, A913 Grade 50/S75 Critical Column Parameters: Depth OMF: Not Limited SMF: W12, W14 Permissible material specifications A572 Grade 50; A913 Grade 50 and 65; A992 Beam/Column Relations: Panel Zone strength SMF: Section 3.3.3.2 Column/beam bending strength Section 2.9.1 ; 5p Connection Details • Web connection Special Connection — See Fig. 3 -8 Continuity plate thickness Section 3.3.3.1 Flange welds Section 3.3.2.5 Welding parameters Section 3.3.2.4, 3.3.2.5, 3.3.2.6 Weld access holes Section. 3.3.2.7 1 Commentary: Development of connections with unreinforced flanges, suitable for use in Special Moment Frames, has required significant research, resulting in major modifications to the connection commonly in use prior to the 1994 Northridge earthquake. A summary list of revisions to the original prescriptive connection incorporated in this detail is as follows: 1. limitations on permitted beam sizes, 2. filler metal with appropriate toughness, 3. removal of weld backing, back - gouging and addition of a reinforcing fillet weld, 4. use of improved weld- access hole shape and finish, 3 -30 0_9 o fe b�/ • Recommended Seismic Design • Criteria for New Steel FEMA -350 Moment -Frame Buildings Chapter 3: Connection Qualification 5. improvements to weld quality control and quality assurance requirements and methods, and 6. use of a full- strength welded web joint. Research indicates that this type of connection can be constructed to perform reliably if all of the procedures are complied with. Although this connection may appear to be economical, compared with other prequalified details, the designer should note carefully the importance of the features of this detail that improve its performance, and consider the effects of these features on the connection cost, before selecting it as a standard. Of particular importance is the rigorous level of quality assurance during field erection and welding, required for successful performance of this connection. Additionally, the beam size limitations may make it impractical in some buildings. 3.5.2.1 Design Procedure Step 1: Calculate M at hinge location, S,,, according to methods of Section 3.2.4. Step 2: Calculate V at hinge location, S,,, according to methods of Section 3.2.5. Step 3: Calculate M and C as described in Sections 3.2.6 and 3.2.7, respectively. Step 4: Calculate the required panel zone thickness using the procedures of Section 3.3.3.2. Step 5: Check requirements for continuity plates according to Section 3.3.3.1. Step 6: Detail the connection as shown in Figure 3 -8. .3.5.3 Free Flange Connections Thi8N$ection provides guidelines for design of fully restrained Free Flange (FF) connections. This type of.c is prequalified for use in Special Moment Frame systems for beam sizes within the limits,Piven in Table 3 -4. For larger beams, the connection is prequalified for use in Ordinary MomentF ame systems. • These connections utiize complete joint penetration groove welds, meeting the requirements of FEMA -353, Recommendepecifications and Quality Assurance Guidelines for Steel Moment Frame Construction for Seismic 'Aplications, to join beam flanges or girder flanges directly to column flanges. The web of the beam ' removed in a single cut in the area adjacent to the column flange, and is replaced with a hea rapezoidal- shaped shear tab. The shear tab is CJP groove welded to the column flange and welde n all sides with a fillet weld to the beam web. Figure 3 -9 provides a typical detail for this connectiontype. These connections should be designed in accordance with the guidelines of this sectioh. Commentary: This connection type was developed at the iversity of Michigan and has been extensively tested both at that university and at t University of � Texas at Austin. This connection type has demonstrated good per o • ance, N 3 -31 , /o of- I -I L . Afghan Associates, Inc Title : Job # ` 6960 SW Varns, Suite 200 Dsgnr: Date: Tigard, OR 97223 Description 503 - 620 -3030 phone Scope : 503 - 620 -5534 fax 510302 U se KW-05 04904. Ver 5.1.3, 22- Jun -1 Steel Column Base Plate User: KW06999, WIn32 (c) 1E83 -99 ENERCALC e:\ 2004 \a04138.011struct \enercalc.ecw:Calcula Description SSMF General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements 11 Loads Steel Section W12x65 Axial Load 35.00 k Section Length 12.120 in Section Width 12.000 in X -X Axis Moment 77.00 k -ft Flange Thickness 0.606 in Plate Dimensions Web Thickness 0.390 in Plate Length 20.000 in Allowable Stresses Plate Width 16.000 in Concrete fc 3,000.0 psi Plate Thickness 1.250 in Base Plate Fy 50.00 ksi Load Duration Factor 1.000 Support Pier Size Anchor Bolt Data Pier Length 60.000 in Dist. from Plate Edge 2.000 in Pier Width 60.000 in Bolt Count per Side 2 Tension Capacity 19.000 k Bolt Area 0.442 in2 Plate Overstress in Bending ! Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,689.3 psi o 1 / Allow per ACI 10.15 3,570.0 psi Partial Bearing : Bolts in Tension / Allow per AISC J9 2,100.0 psi Plate Bending Stress fb > Fb : Thickness / 7cZo Actual fb 38,326.6 psi Max Allow Plate Fb 37,500.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 16.106 k Allowable 19.000 k • 2 1 ° ■ ' Company : Afghan Associates, Inc. Designer : Dave Sandahl - Job Number : SSMF Checked By: Global Steel Code ASD: AISC 9th, AISI 99 Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 3 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress (ksi) (ksi) Ratio (per 10A5 F) (003) (ksi) STL I 29000 11154 .3 .65 I .49 I 50 Sections Section Database Material Area SA(yy) SA(zz) I y - I z -z J (Torsion) T/C Label Shape Label (in) ^2 (inA4) (inA4) (inA4) Only COLUMN W12X65 STL 19.1 1.2 1.2 174 533 2.18 F -BEAM W12X65 STL 19.1 1.2 1.2 i 174 533 2.18 R -BEAM I W12X65 STL 19.1 1.2 1.2 I 174 533 2.18 Joint Coordinates Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature Detach from (ft) (ft) (ft) (F) Diaphragm N1 0 0 0 0 I No N2 0 9.167 0 0 No N3 0 23 0 0 No N4 26.5 0 0 0 No N5 26.5 9.167 0 0 No N6 26.5 23 0 0 No Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation (k/in) (k/in) (k/in) (k- ft/rad) (k- ft/rad) (k- ftlrad) N1 Reaction Reaction Reaction I Reaction Reaction Reaction N4 Reaction Reaction Reaction Reaction Reaction Reaction N2 Story 1 N3 Story 2 Member Data X -Axis Shape / Material Phyy.O.M. End Releases End Offsets Inactivdlember Member Label I Joint J Joint K Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length degrees) Set xyz xyz xyz xyz (in) (in) (ft) M1 Ni N2 I COLUMN STL I 9.167 M2 N2 N3 COLUMN STL 13.833 M3 N4 N5 COLUMN STL 9.167 M4 N5 N6 COLUMN STL 13.833 M5 N2 N5 F -BEAM STL 26.5 M6 N3 N6 R -BEAM STL 26.5 Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 let le bend K y -y K z -z CH Cm z -z B y z R (ft) (ft) (ft) (ft) M1 COLUMN 9.167 1. 1. 0. M2 COLUMN 13.833 - 1. 1. 0. "SA -3D Version 4.5 [E: \2004W04138 \Struc \SSMF.R3D] Page 1 elf- P- /6 " Company : Afghan Associates, Inc. Designer : Dave Sandahl Job Number : SSMF Checked By: Steel Design / NDS Parameters (continued) Member Section Length Lb y -y Lb z -z L_comp Cm y -y Cb Sway Label Set le2 let le_bend K y -y K z -z CH Cm z -z B y z R (ft) (ft) (ft) (ft) M3 COLUMN 9.167 1. 1. 0. . M4 COLUMN 13.833 1. 1. 0. M5 F -BEAM 26.5 7 1. 1. 0. M6 R -BEAM 26.5 2 1. 1. 0. Basic Load Case Data Load Type Totals BLC No. Basic Load Case Category Category Gravity Direct Description Code Description X Y Z Joint Point Dist. Area Surf. 1 Dead Load - Roof +Floor None 2 4 1 2 Snow Load - Roof None 1 I 3 Live Load - Floor None 2 4 4 Seismic Load None 4 5 Wind Load None 4 Member Direct Distributed Loads, Category : None. BLC 1 : Dead Load - Roof +Floor Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M6 Y -.34 I -.34 0 0 Member Direct Distributed Loads, Category : None, BLC 2 : Snow Load - Roof Member Label Direction Start Magnitude End Magnitude Start Location End Location (k/ft, F) (k/ft, F) (ft or %) (ft or %) M6 Y I -.28 -.28 0 0 Joint Loads /Enforced Displacements. Category : None, BLC 1 : Dead Load - Roof +Floor Joint Label [L]oad,[M]ass,or Direction Magnitude [ D]isplacement (k, k -ft, in, rad, k's ^2 /ft) N2 L Y -4.1 N5 L I Y -2.4 Joint Loads /Enforced Displacements, Category : None, BLC 3 : Live Load - Floor Joint Label [L]oad,[M]ass,or Direction Magnitude [ D]isplacement (k, k -ft, in, rad, k *s ^2 /ft) N2 L Y -2.9 N5 L Y -1.7 Joint Loads /Enforced Displacements, Category : None, BLC 4 : Seismic Load Joint Label [ L]oad,[M]ass,or Direction Magnitude [ D]isplacement (k, k -ft, in, rad, k *s ^2 /ft) N3 L X 2.4 N6 L X 2.4 N2 L X 1.5 N5 L X 1.5 Joint Loads /Enforced Displacements. Category : None, BLC 5 : Wind Load Joint Label [ L]oad,[M]ass,or Direction Magnitude [D]isplacement (k, k -ft, in, rad, k *s ^2 /ft) N3 L X 2 N6 •L X. 2 . N2 L X 2.3 N5 L X 2.3 RISA -3D Version 4.5 [E: \20041A041381Struc \SSMF.R3D] Page 2 813 o z !& v ..• ti ':' • • ' Company : Afghan Associates, Inc. Designer : Dave Sandahl Job Number : SSMF Checked By: Load Combinations Num Description Env WS PD SRSS CD _ BLC Factor BLC Factor BLC Factor BLC Factor 1 D +L +S y I 1 1 1 3 1 2 1 2 1 D +L +W (R) Y 1 Y 1 1 1 3 1 5 1 3 D +L +W (L) I Y y 1 1 1 1 1 1 3 1 5 -1 4 D +L +W +0.5S (R) Iv v 1 1 . 1 3 1 5 1 2 .5 5 I D +L +W +0.5S (L) I y I y 1 1 _ 1 3 1 5 -1 2 .5 6 1 D +L +0.5W +S (R) 1 Y VI I 11 1 _ 1 3 1 5 .5 2 1 7 D +L +0.5W +S (L) I y 1 y I 1 1 1 1 1 3 1 5 -.5 2 1 8 I D +L +E (R) y 1 y 1 1 - 1 3 1 4 1 9 D +L +E (L) y 1 y 1 1 1 3 1 4 -1 10 D +L +0.2S +E (R) 1 y y 1 1 1 1 3 1 2 1 .2 4 1 11 1 D +L +0.2S +E (L) I y l y 11 1 , 1 3 1 2 .2 4 -1 12 I 0.9D +E (R) I Y I Y 1 1 .9 4 1 13 0.9D +E (L) 1 Y y1 1 1 1 .9 4 -1 14 1.2D +fL +Em 1 1 1 1 1 1.2 3 .5 4 2.06 15 0.9D +Em I I I I 1 1 1 .9 ' 4 2.06 Envelope Reactions Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment (k) Lc (k) Lc (k) Lc (k -ft) Lc (k -ft) Lc (k -ft) Lc N1 !max 12.307 3 35.017 7 0.000 1 0.000 1 0.000 1 18.553 12 min .114 12 14.402 12 0.000 1 0.000 1 0.000 1 - 51.028 3 N4 max -.114 13 35.136 1 6 0.000 1 0.000 11 0.000 1 49.609 2 min - 12.307 2 14.449 13 0.000 1 0.000 1 0.000 1 - 19.298 13 Reaction Totals : - max 8.6 5 67.38 7 0.000 1 min -8.6 2 34.884 12 0.000 1 Envelope Joint Displacements Joint Label X Translate Y Translate Z Translate X Rotate Y Rotate Z Rotate (in) Lc (in) Lc (in) Lc (radians) Lc (radians) Lc (radians) Lc N1 !max 0.000 12 0.000 12 I 0.000 1 0 1 0 1 0 3 1 min 0.000 3 0.000 7 I 0.000 1, 0 1 0 1, 0 12 N2 max .089 2 -.003 12 0.000 1 0 1 0 1 2.672e -4 13 min -.094 5 -.007 7 0.000 1 0 1 0 1 -2.316e-3 8 N3 max .297 12 -.004 12 0.000 1 0 1 0 1 17.296e -4 9 min -.31 9 -.01 7 0.000 1 0 1 0 1 -1.022e-3 12 N4 max 0.000 2 0.000 13 0.000 1 0 1 0 1 0 13 min 0.000 13 0.000 6 0.000 1 0 1 0 1 0 2 N5 max .088 12 -.003 13 0.000 1 0 1 0 1 2.437e -3 9 min -.096 3 -.007 6 0.000 1 0 1 0 1 -2.036e-4 12 N6 max 1 .295 12 I -.004 13 0.000 11 I 0 1 1 0 1 1.037e -3 13 RISA -3D Version 4.5 [E:\2004\A04138 \Struc \SSMF.R3D] Page 3 ( l g Of X18 a • ' : . • ' Company : Afghan Associates, Inc. Designer : Dave Sandahi - Job Number : SSMF Checked By: Envelope Joint Displacements. (continued) Joint Label X Transate Y Transate Z Transate X Rotate Y Rotate Z Rotate (in) Lc (in) Lc (in) Lc (radians) Lc (radians) Lc (radians) Lc I min I -.312 111 -.01 6 1 0.000 1 1 0 1 1 1 0 1 1 1 -6.994e-4 i 8 Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (k) (k) (k) (k -ft) (k -ft) (k -ft) • M1 1 max 35.017 7 -.114 12 0 1 0 1 0 1 18.553 12 min 14.402 12 - 12.307 3 0 1 1 0 1 0 1 1 1- 51.028 3 2 max 35.017 7 -.114 12 0 1 0 1 0 1 27.119 8 min 14.402 12 - 12.307 3 0 1 0 1 0 1 -3.128 13 3 max 35.017 7 I -.114 12 0 1 0 1 0 1 61.794 3 min 14.402 12 - 12.307 3 0 1 0 1 0 1 19.6 12 M2 1 max 8.832 7 -.406 12 0 1 0 1 0 1 -7.523 12 min 2.714 12 -6.971 11 0 1 0 1 0 1 - 56.248 11 2 max 8.832 7 -.406 12 0 1 0 1 0 1 -2.033 13 min 2.714 12 -6.971 11 0 1 0 1 0 1 - 12.061 2 3 max 8.832 7 -.406 12 0 1 0 1 0 1 .41.607 5 min 2.714 12 -6.971 11 0 1 0 1 0 1 -1.907 12 M3 1 max 35.136 6 12.307 2 0 1 0 1 0 1 49.609 2 min 14.449 13 .114 13 0 1 0 1 0 1 - 19.298 13 2 max 35.136 6 12.307 2 0 1 0 1 0 1 2.383 12 min I 14.449 13 .114 13 0 1 0 1 0 1 - 28.538 9 3 max 35.136 6 12.307 2 0 1 0 1 0 1 - 20.344 1 13 min 14.449 13 .114 13 0 1 0 1 0 1 - 63.213 2 I M4 1 max 8.778 6 6.971 10 0 1 0 1 0 1 56.954 10 min 2.687 13 .406 13 0 1 0 1 0 1 7.893 13 2 max 8.778 6 6.971 10 0 1 0 1 0 1 12.768 3 min 2.687 13 .406 13 0 1 0 1 0 1 2.403 12 3 max 8.778 6 6.971 10 0 1 0 1 0 1 2.277 13 min 2.687 , 13 .406 13 0 , 1 0 1 0 1 - 40.901 4 M5 11 max 3.668 2 20.051 9 0 1 0 1 0 1 115.16 11 1 min 1.208 12 7.997 12 0 1 0 1 0 1 27.122 12 2 1 max 3.668 2 .388 13 0 1 0 1 0 1 - 34.798 13 I min 1.208 1 12 -4.124 8 0 1 0 1 0 1 - 66.843 8 3 max 3.668 2 -9.602 113 0 1 0 1 I 0 1 117.285 10 min 1.208 12 - 23.124 8 0 1 0 1 0 1 28.237 _13 M6 1 1 max 5.496 7 8.832 7 0 1 0 1 0 11 41.607 5 min 2.806 12 2.714 12 0 1 0 1 0 1 -1.907 12 2 max 5.496 7 1.381 9 0 1 0 1 0 1 - 10.441 2 min 2.806 12 -1.34 12 0 1 0 1 0 1 -22.59 1 1 3 max 5.496 7 -2.687 13 0 1 0 1 0 1 40.901 ` 4 min 2.806 12 -8.778 6 0 1 0 1 0 1 -2.277 13 Envelope Drift Report Story X Direction Y Direction Z Direction Number Joint Label Drift Lc % of Ht. Joint Label Drift Lc % of Ht. Joint Label Drift Lc % of Ht. (in) (in) (i 1 I max N2 .089 2 .081 min N2 -.094 5 .086 2 max N3 .208 12 .126 1 min N3 -.217 9 .131 1 • 1 , Envelope Member A /SC ASD 9th Code Checks Label Code Chk Loc Shear Chk Loc Dir ASD Eqn. Message (ft) Lc (ft) Lc M1 - .268 9.167 1 .117 0 y 3 H1-2 M2 I .214 0 , 1 .070 0 y 1 H1 -2 RISA -3D Version 4.5 [E:\2004\A04138 \Struc \SSMF.R3D] Page 4 . ` '''• • . Company : Afghan Associates, Inc. Designer : Dave Sandahl Job Number : SSMF Checked By: Envelope Member AISC ASD 9th Code Checks, (continued) Label Code Chk Loc Shear Chk Loc Dir ASD Eqn. Message (ft) Lc (ft) Lc M3 .274 9.167 1 .117 0 y 2 H1 -2 M4. .217 0 1 .070 0 y 1 H1 -2. M5 .406 26.5 1 .272 22.714 y 1 H1 -2 M6 .145 0 1 .105 0. y 1 H1 -2 Envelope Alternate Shapes Section Member Suggested Altemate Shapes Set Label Replacement 1st Choice 2nd Choice 3rd Choice Redesign Not Performed... • RISA -3D Version 4.5 [E: \2004\A04138 \Struc \SSMF.R3D] Page 5 (Li 6 Of- - -i .• .. . s CO, rDs .:i. • Company : Afghan Associates, Inc. Designer : Dave Sandahl Job Number : SSMF Checked By: Load Combinations Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor 11 I D +L +S I 1 1 1 1 3 1 2 1 2 D +L +W (R) I { y 1 1 ` 1 3 1 5 1 3 I D +L +W (L) I Y 1 11 1 1 3 1 5 -1 4 D +L +W +0.5S (R) I I Y I • 1 1 1 3 1 5 1 2 .5 1 5 D +L +W +0.55 (L) I y I 1 1 1 3 1 5 -1 2 .5 16 D +L +0.5W +S (R) Y I I 1 1 1 3 1 5 .5 .2 1 7 D +L +0.5W +S (L) y I 1 1 . 1 3 1 5 -.5 2 1 8 D +L +E (R) y I { 1 1 - 1 3 1 4 1 1 9 D +L +E (L) I y 1 I 11 1 1 3 1 4 -1 110 I D +L +0.2S +E (R) Y I I 11 1 1 3 1 2 .2 4 1 11 I D +L +0.2S +E (L) y I ( 1 1 1 3 1 2 .2 4 -1 12 0.9D +E (R) {{ y 1 1 .9 4 1 1 13 1 0.9D +E (L) I I Y 1 1 .9 4 -1 14 I 1.2D +fL +Em y I 1 1 1.2 3 .5 4 2.06 1 15 I 0.9D +Em I Y 1 I 1 1 1 .9 4 2.06 Envelope Member Section Forces Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (k) (k) (k) (k -ft) (k -ft) (k -ft) M1 1 max 22.293 14 4.02 15 0 14 0 14 0 14 49.27 15 min 11.204 15 .908 14 0 14 0 14 0 14 41.244 14 2 max 22.293 14 4.02 15 0 14 0 114 0 14 37.081 14 min 11.204 15 .908 14 0 14 0 114 0 14 30.845 15 3 max 22.293 14 4.02 15 0 14 0 114 0 14 32.918 14 min 11.204 15 .908 14 0 14 0 14 0 14 12.42 15 M2 I 1 max 2.641 14 2.138 15 0 14 0 14 0 14 8.651 15 min 1.279 15 .592. 14 0 14 0 14 0 14 -6.424 14 2 max 2.641 14 2.138 15 0 14 0 14 0 14 -6.136 15 min 1.279 15 .592 14 0 14 0 14 0 14 - 10.516 14 3 max 2.641 14 2.138 15 0 14 0 14 0 14 - 14.608 14 min 1.279 15 _ .592 14 0 14 0 14 0 14 - 20.924 15 M3 1 (max 34.819 14 15.16 14 0 14 0 14 0 14- 14 1 m in 23.68 15 12.048 15 0 14 0 114 0 14- 67175 15 2 max 34.819 14 15.16 14 0 14 0 114 0 14 14.152 15 min 23.68 15 12.048 15 0 14 0 14 0 14 7.371 14 3 max 34.819 14 15.16 14 0 14 0 14 0 14 - 41.071 15 min 23.68 15 12.048 15 0 14 0 14 0 14 - 62.114 14 1 M4 1 max 8.171 14 9.296 14 0 14 0 14 0 14 69.93 14 min 6.83 15 7.75 15 0 14 0 14 0 14 54.584 15 2 max 8.171 14 9.296 14 0 14 0 14 0 14 5.632 14_ min 6.83 15 7.75 15 0 14 0 14 0 14 .982 15 3 , max 8.171 14 9.296 14 0 14 0 14 0 14 - 52.621 15 RISA -3D Version 4.5 [E: \2004\A04138 \Struc \SSMF.R3D] Page 7 .• ` Company : Afghan Associates, Inc. Designer : Dave Sandahl ' Job Number : SSMF Checked By: Envelope Member Section Forces, (continued) Member Label Section Axial Lc Shear y -y Lc Shear z -z Lc Torque Lc Moment y -y Lc Moment z -z Lc (k) (k) (k) (k -ft) (k - ft) (k - ft) I min 6.83 15 7.75 15 0 14 0 14 I 0 14 - 58.666 14 M5 1 max 2.773 14 13.282 14 0 14 I 0 14 I 0 14 39.342 14 min 1.208 , 15 6.235 15 0 14 I 0 14 I 0 14 3.768 15 2 max 2.773 14 -4.7 15 0 14 0 14 0 14 - 34.798 15 min 1.208 15 -5.648 14 0 14 0 14 0 14 p 14 3 max 2.773 14 -14.69 15 0 14 0 14 0 14 132.044 14 min 1.208 15 - 22.918 14 0 14 0 14 0 14 15 M6 1 max 4.352 14 2.641 14 0 14 0 14 0 14 - 14.608 14 min 2.806 15 1.279 15 0 14 0 14 0 14 - 20.924 15 2 max 4.352 14 -2.765 14 0 14 0 14 0 14 - 11.013 15 min 2.806 15 -2.775 15 0 14 0 14 0 14 - 13.786 14 3 max 4.352 14 -6.83 15 0 14 0 14 0 14 58.666 14 min 2.806 15 -8.171 14 0 14 0 14 0 14 52.621 15 Envelope Member AISC ASD 9th Code Checks Label Code Chk Loc Shear Chk Loc Dir ASD Eqn. Message (ft) Lc (ft) Lc M1 .226 0 15 .051 0 y 15 H1 -2 M2 .097 13.833 15 .027 0 y 15 H1 -2 M3 .384 0 I 14 I .192 0 y 14 H1 -2 M4 .332 0 14 .118 0 y 14 H1-2 M5 .559 26.5 14 .291 22.714 y 14 H1 -2 M6 .254 26.5 14 .104 26.5 y 14 H1-2 RISA -3D Version 4.5 [E:\2004\A04138 \Struc \SSMF.R3D] Page 8 ¢t6az gib Afghan Associates, Inc Title : Job # ' V ,, ' 6960 SW Vams, Suite 200 Dsgnr: Date: Tigard, OR 97223 Descriptio • 503 -620 -3030 phone Scope : 503- 620 -5534 fax Ron 510301 - U.•er:KW- 0608904, Vet 5.1.9,22- .hrt-1899,Win92 Timber Column Design (c) 1989.99 ENERCALC e: V20041a04138 .0145tructlenercal0.ecw:Calcula Description Full Height Studs at Stairs General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Wood Section TmbrStmd: 4x6 Total Column Height 23.00 ft Le XX for Axial 23.00 ft Rectangular Column Load Duration Factor 1.52 Le YY for Axial 1.00 ft • Column Depth 5.50 in Fc 1,400.00 psi Lu XX for Bending 23.00 ft Width 3.50 in Fb 1,700.00 psi Manuf E - Elastic Modulus 1,300 ksi Truss Joist - MacMillan, TimberStra Loads Dead Load Live Load Short Term Load Axial Load 300.00 lbs 698.00 lbs 0.00 lbs Eccentricity 3.000in • Applied Moment 0.00 in-# 0.00 in-# 17,730.00 in-# Max. Design Moment 900.00in -# 2,094.00 -# 17,730.00 in-# Summary Column OK Using : TmbrStrnd: 4x6, Width= 3.50in, Depth= 5.50in, Total Column Ht= 23.00ft DL +LL DL +LL +ST DL +ST fc : Compression 51.84 psi 51.84 psi 15.58 psi Fc : Allowable 212.00 psi 213.41 psi 213.41 psi Pox : Flexural 169.67 psi 1,174.44 psi 1,055.77 psi F'bx : Allowable 1,628.13 psi 2,341.54 psi 2,341.54 psi Interaction Value 0.1970 0.7192 0.4913 Stress Details Fc : X -X 212.00 psi For Bending Stress . . Ca Ics.cs. Fc : Y -Y 1,395.66 psi Max k *Lu / d 50.00 F'c : Allowable 212.00 psi Actual k*Lu/d 16.58 F'c:Allow * Load Dur Factor 213.41 psi Min. Allow k'Lu / d 11.00 F'bx 1,628.13 psi Cf:Bending 1.000 F'bx' Load Duration Factor 2,341.54 psi Rb : (Led / b ^2) ^.5 15.100 For Axial Stress Calcs... Cf : Axial 1.000 Axial X- XkLu /d 50.18 Axial Y -Y k Lu / d 3.43 l o1- l SEISMIC SEISMIC E zoN 3 �zooG A L VVIJT , So 'l4PI-f I' ©OC /�1G7 2. ‘4. 5/ Pc s 1. Inls . .5115/ C,E /l.. / 1 - 1 1 5 : 5P21 ALI< /, TJI /, /2.0 psF FLoo2 D L F 3.2 3 /4 1'L'r a,3 INsL 1 . 0.5 51 Cell- 1.5 1. 0 MECOO /Lfc. 1.5 TJI 1 1.5 cL 2.0 1.0 / *. S 9's. ..WALL DL p5F B RICK VVNNEi . • W/4LL (6 So PSI= T �r '1 AFGHAN ASSOCIATES, INC. r 44/4 OFF/CE 5L:1)6, Z BY A- A DATE (X � '1° CONSULTING ENGINEERS 6960 S.W. YARNS ST., SUITE 200 JOB NO A 04/438 TIGARD, OREGON 97223 �j R (503) 620 -3030, FAX 620-5539 SHEET L I OF LJ V •� • • • MAss GA (NQTH No/ern _set/Pi ?GOOF (NORTH P. — S �IJ T"I I > WALL H 13.08 11.7� •PA -2AP6 T 2.4 3.33' OfrT #/F7 #/ r 2.S .2.0 433 435 333 G8c/ --b 50PsF - Z oPsf /z -� 50f -F 13, Os. 1 1,75 3a 3 319 - y ,__ 270 EAST — vie S. KDR.7H s DIA TH —, I - So UTH WALL 60 3 3.4 ; = 14. 14(4K //D = 68S 4 /F7 OOF LOA -Dt ,JG C - /21D I — 3 !A= /2 (28.5) + 435 + 4$4 = (zeal , * /FT • 3 3 -4 W = /z(38,g) + 43S + F82 *Ifr 3,4 --> 4•0 W : 43; 3 /FT lJ I / - " /• 3g ltl A , 3 1, / 5 s " ), 10 ' / 1, 21 r 35.1K 32. 4(5-f• 6 K) (47. Toro -G.. 2ooF MOSS = 68, E5 K (98 ,5 K ) AFGHAN ASSOCIATES, INC. FREEJ4 kl OF Ff(E 5 L7r-, 7 BY Aft /4 DATE a cT 2o0 4- CONSULTING ENGINEERS JOB NO 1464/3 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET L2- OF r ' fL0OQ ( NOiZTH - so u7 sour,-4 inla 7/4 WA L,L rzrn I - 3 W so(2•5)_12.5 Ty P - 1AI / 2 W = 11.1( 50) �L = 278' #• /FT ��► wALL ; 1&) = ( l oo -t 4 /z) = 777 # /FT Loo/2. . 1.oA,Di FLoor. ��4b _ 1 1 - l s + /0.0 - 241 S 1 G2I D 1 2 -7 • 1,4) = 24. 276 3 / 9 + 12 - 5 " /,54 k /FT r > 3- a W . 24, 5(2g t270t1251- 319t125t 777 a.3a k /FT )o � o -� 3.4 24, s(za ?20 - f- 31 F /25 -1- . _ /.54 21.5 4.0 W = 24, s(zFi5) t 270 t /ZS-i 3/9l -1z5+ 2(278) . 2.1 . 0 CD , • 3 ' a /.s¢ j .1 1/FT 46.6 46••4 ' RFT ER- D15T3 t 31.61 - :) P r(3 )• 4 )() To 74- FLDU2 H455= 93 -0 / A (G 3•C) K) M = R •f F = 93.0 -r 62.8 - /6 /. 8 K �a = 12.42+ I1•08 = 23,5 W R_ 66•81 - 11.08' -F= 93.oK • MR = 161.g 6�.b(2, ,$) _ = 98.8 K 6 8 , e)( 2 5 ,5 ) - (11.02) MF /61.8 93.6 (11.66) X3 K 68,8(25,5.}43•Q( .02)) AFGHAN ASSOCIATES, INC. .2Eg/Y/4 -A/ D> -F L06 7.— BY A/24 DATE OGT 2°04 CONSULTING ENGINEERS JOB NO i 4 i o 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET_ OF • /DOF (En — 1 iZ oo r L /A/ c.-7 /alb ,4 —> E W= /2.0(0) - 2 (435) = /.4-7k/FT 0 5 , LA = 1 2 ' 0 ( 3 1 . 5 ) - t 2 ( 4 3 0 _ / . 2 5 41fr 1,2 - 47 14 -/f7 /0.6' / 28.5 6,25 4.Z -z 21 (k) 44. 21. 2.51c TD ZA-L /v7F Ai/A-55=54-SP (79-71<, (4.1.K) ( ( K) (39 •°I� (3On.) K. CA7t - DI ST] rLOO2 L04D1/Ier C -1Z1 A 5 w 2 2(303) + 2(278) 2.4- ' k./FT B >c W : , 0 t 2 (303 2(273 ) _ /. i'&/FT ► — j '2 4-. g-/FT io - z:.-, 6.0 ,. 6.0 v 3� Z (k) _ 7 T9- - /4--‘)C3/Z- nvgss 80.44 40. "roTA- MA-55 = /34,9 K +�(2 -1'1 4 (23.5) (SS2 L = 54.5K 11F 11.06' t r FO MR = I34.9 _ S4, 5(23,5) _ = 79.7 ' K 54.5(23,5)4444( ii.08) MF _ 134,9, .a1)_4 (11.0g) _ . 55.2 K AFGHAN ASSOCIATES, INC. PPEF104J e /CE Bt-bC-, Z BY 4 DATE © CT 2e26- 4 CONSULTING ENGINEERS 6 6960 S.W. YARNS ST., SUITE 200 JOB NO I /� TIGARD, OREGON 97223 SHEET L� (503) 620 -3030, FAX 620 -5539 OF V • - I,D � x•- 16 F ( 4,5'�(I•I 1) i SiF(/d 5 ') (26 .1 k) jZpO5k ) R(,o,s' (3.4K .. I . . ' p , 0 - 1 1 A I I - — _ - -- ... _ - •._- . V + H z I�J .i!' — 13.1 I °' I • ro; a III E1 = I I• I III ti :■ — .. - - -- i I j f . Ir I I - -- - - - Il I al 8F 114 ' : I . L ( H ! 2 . . ) 1 II II —T r - -- — —' - - 31t. f{cll • I , rI.....ST =_00Z °_Ati Y _5ECOIJ> FLOOZ P_Ai.: •~ . 5 A T —WEST ` . V(" �� - ri A D __ _ ,.. _. 16'•4 =: .._ . . s . D .. . r . & s . .d ... . !•o -b -d'- S =D•. - I se,-...-- _ _. - 4 I - ' _- _.._�_. I— — r - • w--,• . i I I n O P . l � I � H:II' I 1 - - �^ -j -' - - - o - -- b oc ,.. -I I • • — 5 . 4 = �. tia • . L, A LLY I- l = • � A `` • j . A ' I i - a C ''.4 . ii • 1 ' • i ./././\ ., I \ # ' 1.0/ - ' 1 , 1.4 cll. 5' • a - - -\\\,' /..., , . ---• 4-0 --€)-- LI \ /.. 3-:, . E —CIS — _ - .FIRST FLOOr . PLAIN w /J`� . SECOND FLOOf� _ PLAfJ ...._ . ( • • AFGHAN ASSOCIATES, INC. P2F_EM »n/ OFD /CE 81. Pr-,' - BY I lP DATE OC r Z©04- CONSULTING ENGINEERS JOB NO ©4 /g R , 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 J (503) 620 -3030, FAX 620-5539 SHEET L 5 OF 9 ei41.._LU L14T /0 At 2 0 rPlisq..X a; AB - 0 -5)+ ( t 2.5" = /765 s- F. = 42_ E, 5 T — wes 7 - k OOF /14 6 ss = 79.7 1.4. 7 M /45s = 134.9 < war >l.o ( )(le) C ) / )(1°41.4) MSS. ,o u wALL -&) � 7 M p s S ►� t o .Q w ( M r� r. = sTO e.Y mAss /.. I 10,5 21.57 0 .952- 2 0.5 D, 7 S 0:15 2 R. 4.S G.2 1. 0 9 . d .11(o — a_12 3K 6- 5- 6.. 3. /. 0 6.25 ,- oK 151 lusp --., 4R - 5,33 - 39. 9 /. 0 39.9: o• SDI /. Ds 5F /0.5 4 oK BY IA .1._s P. 6F 4.5 < - -. ere- SY Tmsr. --,,_ - 7F 6 , S . —' � . © g.. 15`{ it-I s p. �-) ( /• '/ (/ - tiv) NORTH SOUTH 2o0F MASS = 9S,SK 72.9 7F1 -L /444 S 5 /6/• 2,,r W AU. -6 w 4F r) M 4 SS CO I c�, e ij (M Ass) ( 1o / r; f I I R 13.0 47. 2` o. "7c,9 36.3 6.3C,?? 0.70 13 F 1 3 .0 ,,---- 0 le f31" IKI5P. • l '°R — 51.6 — -- 51.6 fgg,g, = D,522 /'.0c1 . /5 F — 3 1• ( 0 — — 30. //(airs =o.19S 04 = )( / /( AFGHAN ASSOCIATES, INC. 1 Mac/ 69 fGIGE BL1) 7 Z BY A DATE 6 CT 200 CONSULTING ENGINEERS �-/+.. I 2 }' 6960 S.W. VARNS ST., SUITE 200 JOB NO ! ✓/� TIGARD, OREGON 97223 1.-6 (503) 620 -3030, FAX 620 -5539 SHEET OF • 80 MPH ) EX ?- CeC us 1w C s 0. 7 3 = 1 -3 .g _ 16.4 Iw I O 0, •3 PsF NORTH - 50uT1 -4 - RDOG = "4, FLook. ; USe sou rK 1444 @ Tv/i V= /5/ # /FT @ Toe ✓= F17 /FT CO 64 - vo 0.4 # @ Bo T ✓o-- g 7 # /fr Roof fip 3' 4 1' 4.0 3.5 k 874- g/-i7l# /cr 800 4. 3 4 �►' / q-, SSI< 4.0 K Ff�S P-15.5 r / e,6 FG002 : @ 7A' v = 1Ll2 #/P @ Tole V g 7 ` %r BdT 95 0 ear V - S #%FT 1 lyz- ( L /4-Z# /F 4 5' / 28is -/ 0 035 o rl k O•'1 2.0 K, 2.0k 1 :IK 2 • - 1 {L 95 - /S2- /G 1/frz 1 I is z 1 1 'l 4 _ 28'.5 0• b„ O.�Sic 0•91IK tdf �C� 2. (K AFGHAN ASSOCIATES, INC. FR / A/ ¢ � 'c f� y � 'n 4 ! L- v I�l'l/ A`� L � �e '1 .� BY �f�./7 DATE �C � � Qt�-T CONSULTING ENGINEERS JOB NO h.Q 4 ]3 g 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET OF J S�. __. _. �J ,7i1 D.�I =5 7, - oOF c ]sl_n1 114 soai-14 .\ . . NORTH uT? :: _ WALL. H /13.08 11.75 'P4•2A -PE r 2. 3.3 3' - /f r 4#7 -0 r 453 435 ? > 3.33 4k c1 ---e 'rL ;OP sf , — 2_Gopsr /2. c.: SDPsr 13, 11.7 3�3 3 1 `� - --�i -- 210 - E43 v,/ S7 NORTH SaUTH 1 - ip. S oUTH wA L cifzib 3 3 -4 ; W.. 14.14(4g = 685 4 4/Fr 00E LOA-Di/VC" . C-721b 1 —> 3 W= /2(23.5) 435 ++34 _ 12e1 # /ft 3 3 -4- b1/41,-_ /z(3g, :) + 4 +65 = 1582 41/f T 3,4 --> 4.0 W = 12(32' S) + 43 +41.4 = 1331 *1 /FT 0 I /- /'S /. 3g 1.4 1r � /4 , 3 ' 155' 1, Io' k 2 -5' ' /5". 5K 35gK 4 32. 64k 4 (s1• 6 K ) is.I K --7, Tor4 2ooF r _ AFGHAN ASSOCIATES, INC. F, /M/1 f( OGF /CE &L d el, Z BY k7 DATE 4 G7 " 2004- CONSULTING ENGINEERS roe No 4-,o4/. 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 _ yte - -._ - -- (503) 620 -3030, FAX 620.5539 SHEET =a OF E1:0 -( Noi27H 30am) SLIT soorg i rJO2TH WALL G.2/D l -.3 G✓ Wyk-(,L _ = 114 ( 5 l Z — 2 8' # /Fr C , t 9 A V C. WALL ; I A . ) _ ( / a - , - 4 o) (►1.1 /z) = 777 */FT �LD02 LoA -DiAl4 _ f - 14.s f /D.v - 2=f• S 3 G21D l --7 2-7 uJ 270 +12C +3'9+ /.54 k %T 5 �•� - � 3.o L 24,5(zg 27ot1z51- 3191-125+- 777 ; 02•3a k/Fr tot 3.0 -> 3.4 - 24,5 27:0 1-I. t31Fti2 /. Z .31`? ?jTZ(Z 7i l. 3,'; � �, W= Z�, S(�a� Z7vt� �- ?S � - �/O)- 2•I o (—/, sg . /.S¢ 07• I « /FT /D. 5 5 +, /0' , 2).5 i 46.6 46..4 K [ R-F T 1))5T.3 TOTAL p' g MASS = 93, 0 kt TOTAL = 93.0 t 68.8 = 16 /• g K h = 12.42+ 1(.o, = 23.5 WR= 6S SK 6 = 11. ' LL) F = 934 MR = /614' 68•6(2 = 98.8 k 8,2)(25,5) (11.05) MF 761.8 q3. ' (1i.06) = 6 K 68,8 (25.5). 5 . 0 .0I.Oa) AFGHAN ASSOCIATES, INC. P,,PLFMP /'i ©gp - /CE L,T)(; BY /4R4 DATE OC r 244 CONSULTING ENGINEERS JOB NO 4, ¢ 3 6960 S.W. VARNS ST., SUITE 200 TIGARD. OREGON 97223 - ..- (503) 620 -3030. FAX 620 -5539 SHEET_ L _ OF • • W:g5r) ODD. L OA - 40M C?IZ/b 4 5 • In1 /2. D- (6 - 0) + 2 (435) = 1.47k1FT 13 C tsjr. 12.0(31.5) + 2(435 = 1,Z5 /pr CD- CD /. a5 /.4' 4/f7 X0. � , 28•. ' 6. ZS 6.z. •21 2? .21. z SK TD 74L goof MA-55.54.5 4.$K A /Z.Sk 74 " . 4C3;11411 4 ci r eirrl K C A-F7 r(2 D (ST� rtL002 LOADI Ala-r fo.3 lane. LOA[`.. 4.7 J. /J. [J = 245 6 - 1211) Zy. 5(SD) . 2 (30 3) + Z(078) = k /FT $ c. W 0 t - 2(.3o). 2(278) /.2 ./FT 1 Z( L 2.4 1 /F' +1(2:_i_ 1 28. (» 6 -0 3 '.Z 34.z- (k) 0.‘,51( 40'2 7vTfI-L ,GLUD2 NIf}55 - re) TA -L M�455 = jK � 3 .7K $7K � 23. S Cog = 54.5k= MR = 1313 5 5 3 (i• 1) =�i' - 12. 5 + 5 (� 3, 5 ) *rat It. DS). 5E IS i le- M F l 3 4. 9, . X0.4 ( u - o g) (id) _ CO NITRO 1 2 171.6 g.ZK AFGHAN ASSOCIATES, INC. F ,P /Af ,W( 7 Z BY !' e /4 DATE (z.r zL , CONSULTING ENGINEERS 6980 S.W. VARNS ST., SUITE 200 JOB NO 70 4-/ TIGARD, OREGON 97223 _ -- (503) 820 -3030. FAX 620-5539 SHEET L/0 OF 'ASE SHEPF2 R= 4•5" I.l•v= O.3G G \ • 7S T= C� ^7S (hy,) .05g (23 (5.374 Y1= G v I W = 0 • 5 ¢ ( vv = 0.3211 T (4,$)(.3 -74> _ 2 , 5 Co-- I w = 2.5 ( 3�) I / = O. 2 o lam✓ ot_S 4 -5 V(Wsb) _ 61 ' ^ 4 1n/ = ,.r43W f Di A'H,2t4 g _ 4 V V✓s�) - o W = 0,161 b✓ loA WA-u5 /O: /• / V(wsp) °- 2 fir- IN = 0 =157 W V. PLY , /00 wvo n b)Ji sips. U.�(•o WALL V (0 /Fr) ED6( NAo e /a A: 3 5 412„, A 33.3 5 • *R? A h , 233 5 ^ I p 788 4 • 5.72 3 6.F' 8 S77 3 A i•41 5 j11IZ g 570 3 F '' :54 3 < 3°Z> AFGHAN ASSOCIATES, INC.. FREEMTV DF1c /CE gLD( 2 BY A-R.14- DATE 0C-7 2-004 CONSULTING ENGINEERS 1404/3 � 6960 S.W. VARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 SHEET L / OF (503) 620 -3030, FAX 620 -5539 49 VlER. 7 ,, 1-MD co/1423. : 0.'1D -f- /.0 , POdF D L = /a, 07).5F • f%GUOR. DL /2.0 Psf WALL A L = 3"0.0 p5F iU #-/FT ' 2.0 WALL I R V - .4I 3G 3.4I, (o.5,' o•T. 3`1(13 ►) r:. 44,SFr - -K 1.1' T = 4/ -5/9,5 = ef.7 (o 9)776-,; = /0..(i0 0.7 1 LEFT NET UPG.1.FT-, 4.7 -6.^1 — 44 D k T . J 1 q.,, I • L (0 -�) PC* _ 0.7 t 60) (f), 2S) (7,.5)(.q) = l • l K K1C , NET UPG1F t 4 - i• I t - 3.6K T 5 /DE WAS _,R .L _ 4,s c)= 34 Y7. 1. K. M0,T. = I.S(13.1) -. • FT - . - T.7-- C m /9.7/ 3 .6 F 5.5' k l (0.9)!�.,15a3E = [10 ( (is 'I) /6(6,2 5)(7,✓) J- = 6- k RJ ET UPuFr= 5,5-6.7 ; 4.8kt /--- W4-l.L 3 2 L -6.5 ei _S -5" Y ..1.4 LNer UfL/F7 3.0 _ 0,.4 .2.6 k R/6N% Tic. _ I,4.(I1,8) -3. K ___ s /DE r (0 .9)P6, - [ 1 ° ( s;04 /a (.z)(2] 0,9 = 0 -SK L EFT NET JPLIFr a 3. - 0. 5 , s,DE WALL 4K L.: 3.0 c '7,0 V = 6.3): �5.t 6-0AtG.. T_C = 6.3(II2.I) /1. - 1 0 - : - 10.9.k (0.9) P4 /D5 e P O (O ,D..)1 / 1/ 05.01( . e' s',r N gT u t 1. i F 7 • /e).9. _0: 5 , 16.4 l< T Goi,1nlEct Tv c�ti►c. 13g w AFGHAN ASSOCIATES, INC. FiRE5N/AMM1 0cic/Ce 51-1)C Z BY n,e4 DATE 46-7 006 CONSULTING ENGINEERS 6960 S.W. YARNS ST., SUITE 200 JOB NO A� �� p D TIGARD, OREGON 97223 / /Z OF (503) 620 -3030, FAX 620 -5539 SHEET L - i V . ^ h'ALL 5F V, .2.6 -1- 3 .4 _::6.0 4- 3.� -t .E-- ,k TIC = 6. 0(11.0 /9'j -7 /4 ' r LEFT �u r �, r � o.0.5.14‘ 6,914 d.1 a, :: /0 (/,5-)ckz)(II.1)(•9) = D.5 K 4' I(•1 NET uPLIFT =. 7.0.4-4.0-0-.5% /p.5 f -_- 7K. , 0. PG = . /4 0.c1 k El , Ne.T app/ r_ ' +3. -0.9 J - Q. - 7K'` L WALL_ 'F v. 1.1 t I.S= 2.(0/< T= c = 2.6 (Ir.t)/3. , _ ,?,pK o•91'4.' . _ [/o(2.z)(II.!)+ /o(S'5)(7'5)] 9 = 0,6K LEFT Nc7 c/ /L,Fr = $,0 4.48 - 6. =_12.2.g. t o. P6 = /D 6:2,025)0 1 '0(. 9 ) 4. 2. K j 1216, HT NE7 UPL /Fr _ e-O 4 IR - o.. ` 12.6K t WALL F 02.SK V = a•�S+I.Y = 2.1 k 62.6K 7 -c = 2.1(/i.i) /S.5 = 4 .-_B.LK 0 ' 9 Pa, ,.. = /r7 (&)(1 t.%° 5,5)Z,S9 4.9 k 7 LEFr i `, It•► ?JET 0P1_IFT c 4.2 -4-a•5 - 0.4 = 6.3 k `P L. 4 P. _ /0 ( 1 1 . 1), ( .1) = = 0,31= 1 4.2'44 MEIN NeT UPLIFT = 4.z .)- 24 - 0, 3 = 6 • S 5•o' AFGHAN ASSOCIATES, INC. P F/t/14 -N i"-. /GE 5W 2 BY ABC,- DATE 1C7 z 04 CONSULTING ENGINEERS 4 4/3g, . 6960 S.W. VARNS ST., SUITE 200 JOB NO r� TIGARD, OREGON 97223 SHEET L/� OF (503) 620.3030, FAX 620.5539 t • • J v J ' L r 1 1--5' c = 3- (d N //. 2 V_. 1.9 .< = (l•q )(IA/3•6,_ 6•3 (R) Boor = E 5 () + 1t)] 10 00)(1), / - f (L) Roor 'DL = 4. � . 1 4 (10)(•9) - • .32 k . (R) In/A -1.-L ?�L = �. .25 s - P to (6, 2S)(/ )] (0 . ) = D . q (L) WALL DL - d.$)(� -S l)(lo)(.� a, 3,K (R) ►L _ 1,741 o.9 _ a.6 K NE/ UPLrrr= 6.- _ 3.1 K + Z - 0.32 -r O.3 = 006 k HET U PL -!Fr= 6,3 _ o4. •-.? Kt w� L L 11 l2 L /3 d _ //.75 N = /3 ., y - ; Tv_e • 7.4)(/3•I)///.7s - 8.2sk< (g) 2oor DL = (5 25) ( (1 o)( -9) o.'75 (L) Coon �L = '4S t (1 o?_ (g) V.A -L -L DL = (5,25)05,0(10] 2- 0 "7 1< (L) WALL DL _ 7/3 t 0,,0 (c..z_r)(l0 "J / - 3 K (R) Z bL 0,75 4{- 0.7 _ l • SK NE7 46° /r = 8; 25 l' 5 = C.7-04 �L) Z_ D a f /4 _ 3• tUE 3.5 = 4,75/ I AFGHAN ASSOCIATES, INC. i Ffr/ Al fJ` f iC /C De, 2 By A - ea DATE ocr 2 - Gic" 4 CONSULTING ENGINEERS JOB NO �9413 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 / /i/ (503) 620 -3030, FAX 620-5539 SHEET L `"' OF • • 0. F CIO Fe-c20/ L04.0 v= 1 -R -+I• = 3.2 K 5.7K 3.7K TIC _ 3.2 •1) 3.6= q,qK 4.-- g , 1 , 0 .9 P te/ = ,2. 5 (It.1 .) (M ) o(5.5)(/0)(.), 0.7 k NE-T (-.10 -QE- -7 . ci -q .7 4 ' 7 = )2.9. g.'11/4 0 0. II- It .9 n a _ 5 5 If H (/o) (.9) = 0.2 q. 9,q : LEP 1 L T UPLIFT= q.9 .i- 51-- 8 - /5,4 (' 4 -s � 3.6' WoL, 13 F FLooe. DL 1Z (s•5). /FT V = 7.4 1- 5.O=12.4 T C = l'2.4( /II,75 -= It• 1L 9 6.7C _ .‹---`I, 2K �� a -9 r P6.,� 7.: 6.5( I)00)(• t 66 ( 9 ) + 10(E15)(/0)(.9)_ 1• S,K /;5'K 1.0 Ntr Upt(F7 = /1. + 4,75 I. 5 c 15 -o K f 4 i 1►. I ' r 14it4 11.11)& a PG,/ _ 6.5(I1.1)(1O')( -C7, d- 66 ,?)(..° ,) - l •O k : $ v i.'._. /47 _ MST LIPt. i FTc. //. 7 + 6.7s_ i . 0 c_- /7•5K f j (f ,s • AFGHAN ASSOCIATES, INC. GR /F/5_MP &1 Dt'G /CE SIDC, L BY A' A - DATE � 'e--T Z - 0 4 CONSULTING ENGINEERS c2 6960 S.W. YARNS ST., SUITE 200 JOB NO Q / •2 � 5 TIGARD, OREGON 97223 / /� (503) 620 -3030, FAX 620 -5539 SHEET L OF • SOIL. PR SSU12J r GM, • 1. "NI Ptc-A -L F7G ! = 3 G FTc, w� _ C►)C� 2 ) t l( (o = 0. - 7s k /Fr 02774 W ,4L TO r/1 13R is k v✓.Q LL = 40[(31.5) �2 4).$) + 18'.5(17,g)(1/z) - - ls( - l 5(5 , 5) ( %L) I. ° - 3 (5,0 _ 3 1 1.K, . a.o' 4 5/2-,ICK W /Fr - 31/56 = D. •& k./FT 1�JA -LL Wt /Fr = D ( 14 /FT Dt 6,21 +o.8s' I /F1 11,7 11,E 13,5 13,5 /• k /Fr 3VE/a7. d.90-► F Mo,T. = /(.7(10.5) t /3•S(3. 6) /7/. 5 Fr — (' P /4 4 0.51.4 e. M/ /7/'C /a s = z‘g -' < / -6. - /• s'(/. �3) 60 (4 c / ZZ ��Sf= 1 Z.o k sF — o IG 2 36.5) )t 6 3 5 ,C /NFfiec/A/c-, LMT- - D Gore . T.) .e 0 f .E) l ZD tf�✓L tl -e� rA-C -PRETj (1,4)01) :) 1.4D t /. 1._) I•SSDt INC. • /- C y � y r p r� ,/j h �} AFGHAN ASSOCIATES, N FPE M I"N ' D �P/ 15 .-b6 L- BY /! /C-�'(" DATE 19C.-7 &0C4 CONSULTING ENGINEERS 4/3g 6960 S.W. VARNS ST., SUITE 200 JOB NO l 3 TIGARD, OREGON 97223 • (503) 620 -3030, FAX 620 -5539 SHEET L /6 OF • ) , . C K/ .nl to 0.54) _ le @ I.o PI p2.1- -// - 7 (o, C °Ig C i/.s P2 = SA-�/2 As P 73. /3,5(1 = 24),g@7 p3 P4. 11 (/.C4 ) - 7o,g ?3I.1: P4 /Ai: 1.Fet(! -4) , • W _ /, CI. v5) =3.42 v= /FT - -� 36.5 M -.. 31 T-g., M _ 31 PT t'- M mono = 113 F7-14 /.2 3 FT—IC- R , Gi3 T 2EA✓47430 -e) 9 / = /a/ pi'- 114 ; = / 2 `7 Fr—k-- Kyyr s It4 .c . ` ✓rvrcc _ - k V ,. / 7 of = 50_3- 5 1g- 5 � 46.5 SAy 46` S NE the V _ ��5(I;)('/.)(4 (2) = 47, - roP; Md% ¢ /z7(/ )/9)- 1691 th- As v ‘ - AS (.5'5) /z(2.0 70, 8A s 2 — Z7ev -/6 = 9 4 a 7C0D 2471 = 0,624'01 . I Lit 6 1454 SAI f'Z 60 r: INC. A M^ / 30)6.-, q p� AFGHAN ASSOCIATES, N /2 PE -1.1 OFFICE Z- BY DATE D CI ( 2 4 CONSULTING ENGINEERS A/ �+ 6960 S.W. VARNS ST., SUITE 200 JOB NO 7 TIGARD, OREGON 97223 (503) 620 -3030. FAX 620-5539 SHEET L/7 OF . a RUN .10 -27 -2004 19:26:43 DL FACTOR? 1 P 1= 18.00K @ 1.00' P 2=- 18.00K @ 11.50' P 3= 20.80K @ 27.50' P 4=- 20.80K @ 31.10' P 1= 2.58KLF FROM 0.00' TO 36.50' Q= 3.8KLF L= 36.50FT K= %1.270 E= 15.4'(FROM START) WT= 94.2KIPS PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -0.6 2: 15.7 3: 30.9 4: 45.2 5: 58.5 6: 71.0 7: 82.6 8: 93.5 9: 103.8 10: 113.4 11: 122.5 .12: 122.2 13: 112.4 14: 102.3 15: 91.9 16: 81.3 17: 70.6 18: 59.8 19: 48.9 20: 38.1 21: 27.5 22: 17.0 23: 6.7 24: -3.2 25: -12.8 26: -21.9 27: -30.6 28: -28.2 29: -14.8 30: -0.8 31: 14.1 32: 11.0 33: 6.8 34: 3.5 35: 1.3 36: 0.1 SHEAR (KIPS) 1: 16.8 2: 15.8 3: 14.7 4: 13.8 5: 12.9 6: 12.0 7: 11.3 8: 10.6 9: 9.9 10: 9.4 11: 8.9 12: -9.6 13: -9.9 14: -10.3 15: -10.5 16: -10.7 17: -10.8 18: -10.8 19: -10.8 20: -10.7 21: -10.6 22: -10.4 23: -10.1 24: -9.8 25: -9.4 26: -8.9 27: -8.4 28: 13.1 29: 13.7 30: 14.5 31: 15.2 32.: -4.7 33: -3.8 34: -2.8 35: -1.7 36: -0.6 cnt= 0 PRESS ENTER TO CONT. • • ... 10 -27 -2004 19:29:23 DL FACTOR? 1 P 1=- 18.00K @ 1.00' P 2= 18.00K @ 11.50' P 3=- 20.80K @ 27.50' P 4= 20.80K @ 31.10' • W 1= 2.58KLF FROM 0.00' TO 36.50' Q= 3.8KLF L= 36.50FT K= %1.270 E= 15.4'(FROM START) WT= 94.2KIPS PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -0.6 2: -2.3 3: -5.1 4: -8.8 5: -13.5 6: -6.6 7: 7.9 8: 21.6 9: 34.7 10: 26.3 11: 17.4 12: 8.1 • 13: -1.7 14: -11.8 15: -22.2 16: -32.8 17: -43.5 18: -54.3 19: -65.2 20: -76.0 21: -86.7 22: -97.2 23: -107.4 24: -117.4 25: -126.9 26: -118.1 27: -108.7 28: -98.7 29: -88.2 30: -76.9 31: -64.8 32: -52.0 33: -38.2 34: -23.5 35: -7.7 36: 0.1 SHEAR (KIPS) 1: -1.2 2: -2.2 3: -3.3 4: -4.2 5: -5.1 6: 14.8 7: 14.1 8: 13.4 9: -8.1 10: -8.6 11:. -9.1 12: -9.6 13: -9.9 14: -10.3 15: -10.5 16: -10.7 17: -10.8 18: -10.8 19: -10.8 20: -10.7 21: -10.6 22: -10.4 23: -10.1 24: -9.8 25: 8.6 26: 9.1 27: 9.6 28: 10.3 29: 10.9 30: 11.7 31: 12.4 32: 13.3 33: 14.2 34: 15.2 35: 16.3 36: -0.6 REVERSE cnt= 1 PRESS ENTER TO CONT. L/76 oF • • RUN .10 -27 -2004 19:30:51 DL FACTOR? ' 1 P 1= 18.00K @ 1.00' P 2=- 18.00K @ 11.50' P 3= 20.80K @ 27.50' P 4=- 20.80K @ 31.10' W 1= 3.42KLF FROM 0.00' TO 36.50' Q= 4.6KLF L= 36.50FT K= %1.326 E= 16.1'(FROM START) WT= 124.8KIPS PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -0.6 2: 15.7 3: 30.9 4: 45.2 5: 58.5 6: 71.0 7: 82.6 8: 93.5 9: 103.8 10: 113.4 11: 122.5 12: 122.2 13: 112.4 14: 102.3 15: 91.9 16: 81.3 17: 70.6 18: 59.8 19: 48.9 20: 38.1 21: 27.5 22: 17.0 23: 6.7 24: -3.2 25: -12.8 26: -21.9 27: -30.6 28: -28.2 29: -14.8 30: -0.8 31: 14.1 32: 11.0 33: 6.8 34: 3.5 35: 1.3 36: 0.1 SHEAR (KIPS) 1: 16.8 2.: 15.8 3: 14.7 4: 13.8 5: 12.9 6: 12.0 7: 11.3 8: 10.6 9: 9.9 10: 9.4 11: 8.9 12: -9.6 13: -9.9 14: -10.3 15: -10.5 16: -10.7 17: -10.8 1.8: -10.8 19: -10.8 20: -10.7 21: -10.6 22: -10.4 23: -10.1 24: -9.8 25: -9.4 26: -8.9 27: -8.4 28: 13.1 29: 13.7 30: 14.5 31: 15.2 32: -4.7 33: -3.8 34: -2.8 35: -1.7 36: -0.6 cnt= 0 PRESS ENTER TO CONT. • • Ll ?C ors' RUN .10 -27 -2004 19:32:33 - DL FACTOR? 1 P 1=- 18.00K @ 1.00' P 2= 18.00K @ 11.50' P 3=- 20.80K @ 27.50' P 4= 20.80K @ 31.10' P 1= 3.42KLF FROM 0.00' TO 36.50' Q= 4.6KLF L= 36.50FT K= %1.326 E= 16.1'(FROM START) WT= 124.8KIPS PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -0.6 2: -2.3 3: -5.1 4: -8.8 5: -13.5 6: -6.6 7: 7.9 8: 21.6 9: 34.7 10: 26.3 11: 17.4 12: 8.1 13: -1.7 14: -11.8 15: -22.2 16: -32.8 17: -43.5 18: -54.3 19: -65.2 20: -76.0 21: -86.7 22: -97.2 23: -107.4 24: -117.4 25: -126.9 26: -118.1 27: -108.7 28: -98.7 29: -88.2 30: -76.9 31: -64.8 32: -52.0 33: -38.2 34: -23.5 35: -7.7 36: 0.1 SHEAR (KIPS) 1: -1.2 2: -2.2 3: -3.3 .4: -4.2 5: -5.1 6: 14.8 7: 14.1 8: 13.4 9: -8.1 10: -8.6 11: -9.1 12: -9.6 13: -9.9 14: -10.3 15: -10.5 16: -10.7 17: -10.8 18: -10.8 19: -10.8 20: -10.7 21: -10.6 22: -10.4 23: -10.1 24: -9.8 25: 8.6 26: 9.1 27: 9.6 28: 10.3 29: 10.9 30: 11.7 31: 12.4 32: 13.3 33: 14.2 34: 15.2 35: 16.3 36: -0.6 REVERSE cnt= 1 PRESS ENTER TO CONT. 5 . 0 • FTa @ crc C. W�4-LL L, f C ) 1321G1_ (At. = [zg (S) + 7('I) +17.5(5 ._ -,. 5.1K - 5 (5) ] 40 = 10 J, •15k /Fr DL WA-L.4.. tsRtCK kJ-b. /Fr to /5 = 2. a) - /Fr o .23►c DL cC C w . /r-r = Iva (11.1) = 1.11 14°(2'3.= — • I.6 K ►-L b- z sIr - r LL r 4.o 1` (i FLOO2 Live C70/8 = (5.2.14/FT © FGDDR_ LIVE= (.2•a5i)o)(70)- I - ea I. II 1< /mot oL h.5 g. deCI OF Di_ (2). 1 . 35,x. /FT 2 .ol=1Fr 1DL • • 451 0,33 "FT -N. / k / PL - [ FTc. A SOIL i D - (o' = 1. 5(/,33. 2.., o/c-5r .. x•7(2 x( /5,43)+ /.3 (q- `) ± 0•2- ••gei-) _ (2-0)(S)0-5) ao27 FT —IC . o•1P ' -- /p 3S-07) 6.33 (a) t 2(5).11 "()t 0.15(61 1- y' e = M - /4 s a > 4 (4 _._ _ � . 9gK5f < 5 c, 01 11 11 S.7(27,S3)+ 4-(IS,43) 1.3(1 -c1)+ 0,4-(3,2) _ 2 (2.)(5)0: 5')= 239 FT -1< e ,: 5. 56 � 'Z ,,,, Lo , J K $ Z .) ? k- _� G H A I E FTG, To 17 . AFGHAN ASSOCIATES, INC. fr'CEFM1 14 OFFICE Boci a BY DATE OGT , - CONSULTING ENGINEERS �Il� J 6960 S.W. YARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 (503) 620 -3030, FAX 620-5539 SHEET L/3 OF • C.-H,Ec-1c. 0, T. C 4-- �� ►+ ► Mo -�5.7 25. 'a� .� 4(/33,43)I(t.1)41.301) t o•4(1h z) r._ ,� 6.9 Ivis 0.151- 1.11 -}0.33)(1 ), 2 •I3()- I- (2-' (5)(Z. ;)J.9 = 95 _7 Ll PLi 7 T=. C - 30 3 K •`I Pa /5 IDS = T UPLIFT _ 33 -17 = ) %) !.0 A (17)0 4 )/(o0 •q) z 0. 44 ;12., MD 5,7 (27,53) 4- ` (15,4 + . 1 , 3 (99) -4(5. a.) - 23a FT- -K MR. r 2 /2 I /t (g• -#. 10(7) .4-1,3507)6r 0'9 M � = 360 Fr—K 'y MoT z� AFGHAN ASSOCIATES, INC. FREMFN OFF /CC E'LDC-, Z BY / DATE ' T 2,0,04 CONSULTING ENGINEERS JOB NO 4138 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET L /9 OF COO 77A/6, fI G76/a � LDA- -D GD M&. 1.4 (g4 2) 1.4 D _ 1,54 5 /(a•so 1I) /,85D -1-a. L "T,_G = ��3 1.6 = I P1 33 (i 5+) .. ` 5D.8 @ 5.o`, pI : - 50.8 K. • P2 . 0.54) _ -5o,g /2 -o. Z - 5Die Pis a � .1 ( 1 . 4) = 3. a kC1a. P3 - c s I l/t 5 ) s A d . @ 12.5 a,sq ( _ ��o4s- /a,s P4-.1,6(0.0 f. BK ems' WZ, ).35( I =1,7,, o--=›IZo W I = ay(I, - 3 5 KfFT w - l e 356, 'es) a. 5 k /r r ll4 W 3 : o . ( ' ) 07,4;5 [2.5 • 35 M ,c /be) FT -4 - 4--- V x r 3 4- .le- Z LA 7 2E✓ • � Z) Ra.v. • pi mat44 A:26 1✓j �wx � /(� l"�°: -�� M 1 l I e rr-rte m'f mac ,= 302 F • V , •1 aX VYYlanC' 2 -• • AFGHAN ASSOCIATES, INC. PREF/'/ D/ /C6 131-D61 0- BY DATE () T 2004- CONSULTING ENGINEERS 4 6960 S.W. YARNS ST., SUITE 200 JOB NO TIGARD, OREGON 97223 (503) 620 -3030, FAX 620-5539 SHEET , 1 2v OF ; , 10 -27 -2004 19:04:44 .DL FACTOR? 1 P 1= 50.80K @ 5.00' P 2=- 50.80K @ 12.00' P 3= 3.00K @ 12.50' P 4= 0.00K @ 12.50' W 1= 4.00KLF FROM 4.50' TO 12.50' W 2= 1.90KLF FROM 0.00' TO 17.00' W 3= 0.00KLF FROM 4.50' TO 12.50' Q= 13.2KLF L= 17.00FT K =.599 E= 3.4'(FROM START) WT= 67.3KIPS PRESS ENTER TO CONT. WT= 67.3KIPS PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -5.4 2: - 20.9 3: -45.1 4: -76.7 5: -113.9 6: -101.7 7: -89.0 8: -74.5 9: -57.0 10: -35.1 11: -7.6 12: 25.8 13: 15.2 14: 8.5 15: 3.8 16: 1.0 17: -0.0 18: 0.0 SHEAR (KIPS) 1: -10.7 2: -20.0 3: -28.1 4: -34.9 5: 12.4 6: 12.3 7: 13.4 8: 15.8 9: 19.5 10: 24.5 11: 30.4 12: -14.5 13: -7.6 14: -5.7 15: -3.8 16: -1.9 17: 0.0 18: 0.0 cnt= 0 PRESS ENTER TO CONT. L2o of • .,' $ 10 -27 -2004 19:10:16 DL FACTOR? 1 P 1=- 50.80K @ 5.00' P 2= 50.80K @ 12.00' P 3= 3.00K @ 12.50' P 4= 0.00K @ 12.50' W 1= 4.00KLF FROM 4.50' TO 12.50' W 2= 1.90KLF FROM 0.00' TO 17.00' W 3= 0.00KLF FROM 4.50' TO 12.50' Q= 14.8KLF • L= 17.00FT K =.536 E= 3.0'(FROM START) WT= 67.3KIPS PRESS ENTER TO CONT. PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -6.2 2: -23.6 3: -50.6 4: -85.7 5: -125.1 6: -113.5 7: -101.1 8: -86.1 9: -67.1 10: -42.5 11: -12.1 12: 24.3 13: 15.2 14: 8.5 15: 3.8 16: 1.0 17: -0.0 18: 0.0 SHEAR (KIPS) 1: -12.1 2: -22.5 3: -31.3 • 4: -38.5 5: 11.7 6: 11.8 7: 13.4 8: 16.7 9: 21.6 10: 27.5 11: . 33.4 12: -11.5 13: -7.6 14: -5.7 15: -3.8 16: -1.9 17: 0.0 18: 0.0 REVERSE cnt= 1 PRESS ENTER TO CONT. L2DB or 4. .10 -27 -2004 19:11:14 DL FACTOR? 1• P 1= 50.80K @ 5.00' P 2=- 50.80K @ 12.00' P 3= 3.90K @ 12.50' P 4= 1.30K @ 12.50' W 1= 5.30KLF FROM 4.50' TO 12.50' W 2= 2.50KLF FROM 0.00' TO 17.00' W 3= 0.20KLF FROM 4.50' TO 12.50' Q= 12.6KLF L= 17.00FT K =.856 E= 4.8'(FROM START) WT= 91.7KIPS PRESS ENTER TO CONT. WT= 91.7KIPS PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS TENSION AT BOTTOM IS NEGATIVE 1: -4.9 2: -19.1 3: -41.6 4: -71.6 5: -107.6 6: -93.7 7: -79.3 8: -63.4 9: -45.2 10: -23.7 11: 1.7 12: 32.2 13: 19.5 14: 11.2 15: 5.0 16: 1.3 17: 0.0 18: 0.0 SHEAR (KIPS) 1: -9.7 2: -18.5 3: -26.4 4: -33.5 5: 13.8 6: 14.0 7: 15.0 8: 16.9 9: 19.7 10: 23.3 11: 27.8 12: -17.6 13: -9.0 14: -7.4 15: -5.0 16: -2.5 17: 0.0 18: 0.0 cnt= 0 PRESS ENTER TO CONT. 4.20C ©F • .1.6 -27 -2004 19:11:52 DL FACTOR? 1 P 1=- 50.80K @ 5.00' P 2= 50.80K @ 12.00' P 3= 3.90K @ 12.50' P 4= 1.30K @ 12.50' W 1= 5.30KLF FROM 4.50' TO 12.50' W 2= 2.50KLF FROM 0.00' TO 17.00' W 3= 0.20KLF FROM 4.50' TO 12.50' Q= 13.9KLF L= 17.00FT K =.776 E= 4.4'(FROM START) WT= 91.7KIPS PRESS ENTER TO CONT. • PRESS ENTER TO CONT. MOMENT (KIP -FT.) IN 1 FOOT INCREMENTS • TENSION AT BOTTOM IS NEGATIVE 1: -5.5 2: -21.4 3: -46.6 4: -80.0 5: -117.3 6: -102.6 7: -87.4 8: -70.8 9: -51.6 10: -28.8 11: -1.4 12: 31.6 13: 20.0 14: 11.3 15: 5.0 16: 1.3 17: 0.0 18: 0.0 SHEAR (KIPS) • 1: -10.9 2: -20.7 3: -29.5 4: -37.2 5: 14.9 6: 14.8 7: 15.7 8: 17.7 9: 20.8 10: 24.9 11: 30.1 12: -14.5 13: -10.0 14: -7.5 15: -5.0 16: -2.5 17: 0.0 18: 0.0 REVERSE cnt= 1 PRESS ENTER TO CONT. L ZcT) o f 1 /2.6 aForac. wee, �-�- -- 5 N E A-2 1307 E ValA - 85 (4.5)0 Z ) (z0)(2.) gis k Ma /a 6 (r z) / q = /16 - K . o MU� - 4 As 51) (Zoo) \L 5,7+4.0 -14.7 = 11.4K V 47: $,. 4• Cil) ( ,z0( 45,73.45 t - l; ' o Aks f /6e0 - Crl • VRE-s )3 g- > �.s = / 2 -oa : /15 = 1.43 ;0 => = ,o V _, • A-5 (1 = C2 4) (54) ( 0012) = z ,33 11 Z TOP /2e //JF (6)#C M a (Z)(e'.z )( 2 -'- /•9) o 67,5 "_►c F 7®• l200 - (7• S _ a� A _ 1240 - Z .o6 , � /Z 7 S, AFGHAN ASSOCIATES, INC. AeE A-NI OFFICE .LDC -q Z. BY_,,t4 DATE 4c7 2604- CONSULTING ENGINEERS / 6960 S.W. VARNS ST., SUITE 200 JOB NO /11 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620.5539 SHEET ' • . OF . • MOMENT F! -M E (3,25) (4S') + 3.2 56)_). I7K • C-,2P -V)t`( 0.I1:K — �i Roo j D L = / Zps r ; _ PSF RRooF SL = 25PsF 3.o S , S , 225 K O l 1,9 K (S L) --� PL DL - 14.5 Psr /4(854- i o) - E 20) P 0 .7 - 7 ►i/( o L ONLY LSD To 0,1_ (DL) i ,oB K /FT -0.0 7tps 3 •v / 5.5 o •`77 k/F T o .s2 r LL c'i 1.? 4.v 3M I. T. L (1,) 4) ' - 6,"?s 5.7 5,4 ?44 • 4 . 1, 5 5 1 c -�-- 5 6-I 5 M i� Lo A-b @ Rae " V c 8.1 lc /c-eznorc. V S', o k �. . Wf11b ..-D D ' ,ZooF V: 4,0 K F V - 4 • la 1< AFGHAN ASSOCIATES, INC. Pte, , DFF/ ez.LZ) Z BY DATE eer Z CONSULTING ENGINEERS JOB NO �T ,/ /315 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET z2 OF • • • t• • 3 • 6 • 6 I 1 2 2 5 • 5 3 1 4 ‘1 :1 X Solution: LC 12 0.9D +E (R) Units US Standard Steel Code AISC 9th Edition ASD 'Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes Include Warping Yes No. of Sections for Member Calcs 20 Do Redesign Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y < Joint Coordinates > =_ Joint X Y Z Joint No Coordinate Coordinate Coordinate Temperature ft ft ft °F 1 0.000 0.000 0.000 0.00 2 0.000 9.167 0.000 0.00 3 0.000 23.000 0.000 0.00 4 26.500 0.000 0.000 0.00 5 26.500 9.167 0.000 0.00 6 26.500 23.000 0.000 0.00 < Boundary Conditions > Joint + Translation + + Rotation + No X Y Z Mx My Mz K /in K /in K /in K-ft/rad---K-ft/rad---K-ft/rad--- 1 Reaction Reaction Reaction Reaction Reaction Reaction 4 Reaction Reaction Reaction Reaction Reaction Reaction < Materials (General) > - Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 50.00 } L24 OF s t RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page 2 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Sections > Section Database Material As As I I Torsion T Label Shape Label Area yy zz yy zz J C in in - 4 in in - 4 - - -- COLUMN W12X35 STL 10.30 1.2 1.2 24.50 285.00 0.74 F -BEAM W12X35 STL 10.30 1.2 1.2 24.50 285.00 0.74 R -BEAM W12X35 STL 10.30 1.2 1.2 24.50 285.00 0.74 < Members > Member Joints x Axis Section End Releases Offsets Inactive? No I J K Rotate Set I: MMM J: MMM I -End J -End Label 4, Length xyzxyz- xyzxyz - - -in in ft - -- 1 1 2 COLUMN 9.17 2 2 3 COLUMN 13.83 3 4 5 COLUMN 9.17 4 5 6 COLUMN 13.83 5 2 5 F -BEAM 26.50 6 3 6 R -BEAM 26.50 < AISC,NDS Parameters > Section Length Lb -yy Lb -zz Lcomp K K Cmyy Cmzz Cb,B Sway Member Set le2 lel le -bend yy zz CH y z ft ft ft ft 1 COLUMN 9.17 2 COLUMN 13.83 3 COLUMN 9.17 4 COLUMN 13.83 5 F -BEAM 26.50 7.00 6 R -BEAM 26.50 2.00 '< Basic Load Case Data > - BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. Surface 1 Dead Load - Roof +Floor 2 4 1 2 Snow Load - Roof 1 3 Live Load - Floor 2 4 4 Seismic Load 4 5 Wind Load 4 < Joint Loads /Enforced Displacements, BLC 1 >__ Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 2 L Y -4.100 5 L Y -2.400 L 2S 0 F . 1 RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 3 Portland, OR 97219 Date: 10/19/04 File: MOMFRM • < Member Point Loads, BLC 1 > Joints Member I J Direction Magnitude Location K,K -ft ft or % 5 2 5 Y -6.750 7.000 5 2 5 Y -5.400 12.000 5 2 5 Y -5.700 17.000 5 2 5 Y -5.400 22.500 < Member Distributed Loads, BLC 1 > Joints Load Pattern Pattern Member I J Label Multiplier 6 3 6 RDL 1.0000 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 6 3 6 RSL 1.0000 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K,K- ft,in,rad 2 L Y -2.900 5 L . Y -1.700 < Member Point Loads, BLC 3 > _ Joints Member I J Direction Magnitude Location K, K -ft ft or %- 5 2 5 Y -4.800 7.000 5 2 5 Y -3.900 12.000 5 2 5 Y -4.000 17.000 5 2 5 Y -3.900 22.500 < Joint Loads /Enforced Displacements, BLC 4 >__ Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K- f t , in, rad 3 L X 4.050 6 L X 4.050 2 L X 2.500 5 L X 2.500 L2-(0 °F t 1 0, RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 4 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Joint Loads /Enforced Displacements, BLC 5 > = Joint Is this a Load or Direction Number a Displacement? (X,Y,Z,Mx,My,Mz) Magnitude K, K -ft, in, rad 3 L X 2.000 6 L X 2.000 2 L X 2.300 5 L X 2.300 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K/ft,F K/ft,F ft or % ft or % - -- RDL Y -0.340 -0.340 0.000 0.000 RSL Y -0.280 -0.280 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 D +L +S . 1 1 3 1 2 1 y 2 D +L +W (R) 1 1 3 1 5 1 y y 3 D +L +W (L) 1 1 3 1 5 -1 y y 4 D +L +W +0.5S (R) 1 1 3 1 5 1 2 0.5 y y 5 D +L +W +0.5S (L) 1 1 3 1 5 -1 2 0.5 y y 6 D +L +0.5W +S'(R) 1 1 3 1 5 0.5 2 1 y y 7 D +L +0.5W +S (L) 1 1 3 1 5 -0.5 2 1 y y 8 D +L +E (R) 1 1 3 1 4 1 y y 9 D +L +E (L) 1 1 3 1 4 -1 y y 10 D +L +0.2S +E (R) 1 1 3 1 2 0.2 4 1 y y 11 D +L +0.2S +E (L) 1 1 3 1 2 0.2 4 -1 y y 12 0.9D +E (R) 1 0.9 4 1 y y 13 0.9D+E (L) 1 0.9 4 -1 y y • i L-27 0 F a 1 . < Joint Displacements, LC 1 r D +L +S, Joint + Translation + + --- ' - ' ----- Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 -0.005 -0.012 0.000 0.00000 0.00000 - 0.00229 3 -0.015 -0.017 0.000 0.00000 0.00000 - 0.00095 4 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 -0.007 -0.012 0.000 0.00000 0.00000 0.00252 6 -0.021 -0.017 0.000 0.00000 0.00000 0.00101 c s� • DAD + S L 2- -0F f • RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 5 Portland, OR 97219 Date: 10/19/04 File: MOMFRM • < Reactions, LC 1 : D +L +S > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft K -ft - 1 7.91 33.63 0.00 0.00 0.00 -21.88 4 -7.91 33.75 0.00 0.00 0.00 20.47 Totals: 0.00 67.38 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 13.326, 12.540, 0.000 < Member Section Forces, LC 1 : D +L +S > - Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 33.63 -7.91 0.00 0.00 0.00 -21.88 2 33.63 -7.91 0.00 0.00 0.00 -18.06 3 33.63 -7.91 0.00 0.00 0.00 -14.25 4 33.63 -7.91 0.00 0.00 0.00 -10.43 5 33.63 -7.91 0.00 0.00 0.00 -6.62 6 33.63 -7.91 0.00 0.00 0.00 -2.80 7 33.63 -7.91 0.00. 0.00 0.00 1.01 8 33.63 • -7.91 0.00 0.00 0.00 4.83 9 33.63 -7.91 0.00 0.00 0.00 8.64 10 33.63 -7.91 0.00 0.00 0.00 12.46 11 33.63 -7.91 0.00 0.00 0.00 16.27 12 33.63 -7.91 0.00 0.00 0.00 20.09 13 33.63 -7.91 0.00 0.00 0.00 23.90 14 33.63 -7.91 0.00 0.00 0.00 27.72 15 33.63 -7.91 0.00 0.00 0.00 31.53 16 33.63 -7.91 0.00 0.00 0.00 35.35 17 33.63 -7.91 0.00 0.00 0.00 39.16 18 33.63 -7.91 0.00 0.00 0.00 42.98 19 33.63 -7.91 0.00 0.00 0.00 46.79 20 33.63 -7.91 0.00 0.00 0.00 50.61 2 2- 3 1 8.24 -5.49 0.00 0.00 0.00 -43.54 2 8.24 -5.49 0.00 0.00 0.00 -39.55 • 3 8.24 -5.49 0.00 0.00 0.00 -35.55 4 8.24 -5.49 0.00 0.00 0.00 -31.55 5 8.24 -5.49 0.00 0.00 0.00 -27.56 6 8.24 -5.49 0.00 0.00 0.00 -23.56 7 8.24 -5.49 0.00 0.00 0.00 -19.56 8 8.24 -5.49 0.00 0.00 0.00 -15.57 9 8.24 -5.49 0.00 0.00 0.00 -11.57 10 8.24 -5.49 0.00 0.00 0.00 -7.57 11 8.24 -5.49 0.00 0.00 0.00 -3.58 12 8.24 -5.49 0.00 0.00 0.00 0.42 13 8.24 -5.49 0.00 0.00 0.00 4.42 14 8.24 -5.49 0.00 0.00 0.00 8.41 15 8.24 -5.49 0.00 0.00 0.00 12.41 16 8.24 -5.49 0.00 0.00 0.00 16.41 L 21 of 1 1 . , ‘ • RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 6 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 1 : D +L +S > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 17 8.24 -5.49 0.00 0.00 0.00 20.41 18 8.24 -5.49 0.00 0.00 0.00 24.40 19 8.24 -5.49 0.00 0.00 0.00 28.40 20 8.24 -5.49 0.00 0.00 0.00 32.40 3 4- 5 1 33.75 7.91 0.00 0.00 0.00 20.47 2 33.75 7.91 0.00 0.00 0.00 16.66 3 33.75 7.91 0.00 0.00 0.00 12.84 4 33.75 7.91 0.00 0.00 0.00 9.03 5 33.75 7.91 0.00 0.00 0.00 5.21 6 33.75 7.91 0.00 0.00 0.00 1.40 7 33.75 7.91 0.00 0.00 0.00 -2.42 8 33.75 7.91 ' 0.00 0.00 0.00 -6.23 9 33.75 7.91 0.00 0.00 0.00 -10.05 10 33.75 7.91 0.00 0.00 0.00 -13.86 11 33.75 7.91 0.00 0.00 0.00 -17.68 12 33.75 7.91 0.00 0.00 0.00 -21.49 13 33.75 7.91 0.00 0.00 0.00 -25.31 14 33.75 7.91 0.00 0.00 0.00 -29.12 15 33.75 7.91 0.00 0.00 0.00 -32.94 16 33.75 7.91 0.00 0.00 0.00 -36.75 17 33.75 7.91 0.00 0.00 0.00 -40.57 18 33.75 7.91 0.00 0.00 0.00 -44.38 19 33.75 7.91 0.00 0.00 0.00 -48.20 20 33.75- 7.91 0.00 0.00 0.00 -52.01 4 5- 6 1 8.19 5.49 0.00 0.00 0.00 44.25 2 8.19 5.49 0.00 0.00 0.00 40.25 3 8.19 5.49 0.00 0.00 0.00 36.25 4 8.19 5.49 0.00 0.00 0.00 32.26 5 8.19 5.49 0.00 0.00 0.00 28.26 6 8.19 5.49 0.00 0.00 0.00 24.26 7 8.19 5.49 0.00 . 0.00 0.00 20.27 8 8.19 - 5.49 0.00 0.00 0.00 16.27 9 8.19 5.49 0.00 0.00 0.00 12.27 10 8.19 5.49 0.00 0.00 0.00 8.28 11 8.19 5.49 0.00 0.00 0.00 4.28 12 8.19 5.49 0.00 0.00 0.00 0.28 13 8.19 5.49 0.00 0.00 0.00 -3.72 14 8.19 5.49 0.00 0.00 0.00 -7.71 15 8.19 5.49 0.00 0.00 0.00 -11.71 16 8.19 5.49 0.00 0.00 0.00 -15.71 17 8.19 5.49 0.00 0.00 0.00 -19.70 18 8.19 5.49 0.00 0.00 0.00 -23.70 19 8.19 5.49 0.00 0.00 0.00 -27.70 20 8.19 5.49 0.00 0.00 0.00 -31.69 L3a e9F 1 6 •:,s ' RISA -3D (R) Version 3.01 'Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 7 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 1 : D +L +S > - Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 5 2- 5 1 2.42 18.39 0.00 0.00 0.00 94.15 . 2 2.42 18.39 0.00 0.00 0.00 68.50 3 2.42 18.39 0.00 0.00 0.00 42.85 4 2.42 18.39 0.00 0.00 0.00 17.20 5 2.42 18.39 0.00 0.00 0.00 -8.44 6 2.42 18.39 0.00 0.00 0.00 -34.09 7 2.42 6.84 0.00 0.00 0.00 -43.93 8 2.42 6.84 0.00 0.00 0.00 -53.47 9 2.42 6.84 , 0.00 0.00 0.00 -63.01 10 2.42 -2.46 0.00 _ 0.00 0.00 -67.41 11 2.42 -2.46 0.00 0.00 0.00 -63.98 12 2.42 -2.46 0.00 0.00 0.00 -60.55 13 2.42 -2.46 0.00 0.00 0.00 -57.12 14 2.42 -12.16 0.00 0.00 0.00 -42.71 15 2.42 -12.16 0.00 0.00 0.00 -25.75 16 2.42 -12.16 0.00 0.00 0.00 -8.78 17 2.42 -12.16 0.00 0.00 0.00 8.18 18 2.42 -21.46 0.00 0.00 0.00 36.40 19 2.42 -21.46 0.00 0.00 0.00 66.33 20 2.42 -21.46 0.00 0.00 0.00 96.26 6 3- 6 1 5.49 8.24 0.00 0.00 0.00 32.40 2 5.49 7.38 0.00 0.00 0.00 21.50 3 5.49 6.51 0.00 0.00 0.00 11.82 4 5.49 5.65 0.00 0.00 0.00 3.34 5 5.49 4.78 0.00 0.00 0.00 -3.93 6 5.49 3.92 0.00 0.00 0.00 -10.00 7 5.49 3.05 0.00 0.00 0.00 -14.86 8 5.49 2.19 0.00 0.00 0.00 -18.52 9 5.49 1.32 0.00 0.00 0.00 -20.97 10 5.49 0.46 0.00 0.00 0.00 -22.21 11 5.49 -0.41 0.00 0.00 0.00 -22.25 12 5.49 -1.27 0.00 0.00 0.00 -21.08 13 5.49 -2.14 0.00 0.00 0.00 -18.70 14 5.49 -3.00 0.00 0.00 0.00 -15.12 15 5.49 -3.86 0.00 0.00 0.00 -10.33 16 5.49 -4.73 0.00 0.00 0.00 -4.34 17 5.49 -5.59 0.00 0.00 0.00 2.86 18 5.49 -6.46 0.00 0.00 0.00 11.26 19 5.49 -7.32 0.00 0.00 0.00 20.88 20 5.49 -8.19 0.00 0.00 0.00 31.69 L/ OF C s t ' RISA -3D (R) Version 3.01 • Afghan Associates, Inc. Job : 9320'S.W. Barbur Boulevard, #175 Page: 8 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 1 : D +L +S > _ Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi - -- 1 1 3.27 -2.53 0.00 5.76 -5.76 0.00 0.00 2 3.27 -2.53 0.00 4.75 -4.75 0.00 0.00 3 3.27 -2.53 0.00 3.75 -3.75 0.00 0.00 4 3.27 -2.53 0.00 2.75 -2.75 0.00 • 0.00 5 3.27 -2.53 0.00 1.74 -1.74 0.00 0.00 6 3.27 -2.53 0.00 0.74 -0.74 0.00 0.00 7 3.27 -2.53 0.00 -0.27 0.27 0.00 0.00 8 3.27 -2.53 0.00 -1.27 1.27 0.00 0.00 9 3.27 -2.53 0.00 -2.27 2.27 0.00 0.00 10 3.27 -2.53 0.00 -3.28 3.28 0.00 0.00 11 3.27 -2.53 0.00 -4.28 4.28 0.00 0.00 12 3.27 -2.53 0.00 -5.29 5.29 0.00 0.00 13 3.27 -2.53 0.00 -6.29 6.29 0.00 0.00 14 3.27 -2.53 0.00 -7.29 7.29 0.00 0.00 15 3.27 -2.53 0.00 -8.30 8.30 0.00 0.00 16 3.27 -2.53 0.00 -9.30 9.30 0.00 0.00 17 3.27 -2.53 0.00 -10.31 10.31 0.00 0.00 18 3.27 -2.53 0.00 -11.31 11.31 0.00 0.00 19 3.27 -2.53 0.00 -12.31 12.31 0.00 0.00 20 3.27 -2.53 0.00 -13.32 13.32 0.00 0.00 2 1 0.80 -1.76 0.00 11.46 -11.46 0.00 0.00 2 0.80 -1.76 0.00 10.41 -10.41 0.00 0.00 3 0.80 -1.76 0.00 9.36 -9.36 0.00 0.00 4 0.80 -1.76 0.00 8.30 -8.30 0.00 0.00 5 0.80 -1.76 0.00 7.25 -7.25 0.00 0.00 6 0.80 -1.76 0.00 6.20 -6.20 0.00 0.00 7 0.80 -1.76 0.00 5.15 -5.15 0.00 0.00 8 0.80 -1.76 0.00 4.10 -4.10 0.00 0.00 9 0.80 -1.76 0.00 3.04 -3.04 0.00 0.00 10 0.80 -1.76 0.00 1.99 -1.99 0.00 0.00 11 0.80 -1.76 0.00 0.94 -0.94 0.00 0.00 12 0.80 -1.76 0.00 -0.11 0.11 0.00 0.00 13 0.80 -1.76 0.00 -1.16 1.16 0.00 0.00 14 0.80 -1.76 0.00 -2.21 2.21 0.00 0.00 15 0.80 -1.76 0.00 -3.27 3.27 0.00 0.00 16 0.80 -1.76 0.00 -4.32 4.32 0.00 0.00 17 0.80 -1.76 0.00 -5.37 5.37 0.00 0.00 18 0.80 -1.76 0.00 -6.42 6.42 0.00 0.00 19 0.80 -1.76 0.00 -7.47 7.47 0.00 0.00 20 0.80 -1.76 0.00 -8.53 8.53 0.00 0.00 3 1 3.28 2.53 0.00 -5.39 5.39 0.00 0.00 2 3.28 2.53 0.00 -4.38 4.38 0.00 0.00 3 3.28 2.53 0.00 -3.38 3.38 0.00 0.00 4 3.28 2.53 0.00 -2.38 2.38 0.00 0.00 L.32 0 P • c 1 RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 9 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 1 : D +L +S > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 5 3.28 2.53 0.00 -1.37 1.37 0.00 0.00 6 3.28 2.53 0.00 -0.37 0.37 0.00 0.00 7 3.28 2.53 0.00 0.64 -0.64 0.00 0.00 8 3.28 2.53 0.00 1.64 -1.64 0.00 0.00 9 3.28 2.53 0.00 2.64 -2.64 0.00 0.00 10 3.28 2.53 0.00 3.65 -3.65 0.00 0.00 11 3.28 2.53 0.00 4.65 -4.65 0.00 0.00 12 3.28 2.53 0.00 5.66 -5.66 0.00 0.00 13 3.28 2.53 0.00 6.66 -6.66 ' 0.00 0.00 14 3.28 2.53 0.00 7.66 -7.66 0.00 0.00 15 3.28 2.53 0.00 8.67 -8.67 0.00 0.00 16 3.28 2.53 0.00 9.67 -9..67 0.00 0.00 17 3.28 2.53 0.00 10.68 -10.68 0.00 0.00 18 3.28 2.53 0.00 11.68 -11.68 0.00 0.00 19 3.28 2.53 0.00 12.68 -12.68 0.00 0.00 20 3.28 2.53 0.00 13.69 -13.69 0.00 0.00 4 1 0.79 1.76 0.00 -11.64 11.64 0.00 0.00 2 0.79 1.76 0.00 -10.59 10.59 0.00 0.00 3 0.79 1.76 0.00 -9.54 9.54 0.00 0.00 4 0.79 1.76 0.00 -8.49 8.49 0.00 0.00 5 0.79 1.76 0.00 -7..44 7.44 0.00 0.00 6 0.79 1.76 0.00 -6.38 6.38 0.00 0.00 7 0.79 1.76 0.00 -5.33 5.33 0.00 0.00 8 0.79 1.76 0.00 -4.28 4.28 0.00 0.00 9 0.79 1.76 0.00 -3.23 3.23 0.00 0.00 10 0.79 1.76 0.00 -2.18 2.18 0.00 0.00 11 0.79 1.76 0.00 -1.13 1.13 0.00 0.00 12 0.79 1.76 0.00 -0.07 0.07 0.00 0.00 13 0.79 1.76 0.00 0.98 -0.98 0.00 0.00 14 0.79 1.76 0.00 2.03 -2.03 0.00 0.00 15 0.79 1.76 0.00 3.08 -3.08 0.00 0.00 16 0.79 1.76 0.00 4.13 -4.13 0.00 0.00 17 0.79 1.76 0.00 5.18 -5.18 0.00 0.00 18 0.79 1.76 0.00 6.24 -6.24 0.00 0.00 19 0.79 1.76 0.00 7.29 -7.29 0.00 0.00 20 0.79 1.76 0.00 8.34 -8.34 0.00 0.00 5 1 0.23 5.88 0.00 -24.78 24.78 0.00 0.00 2 0.23 5.88 0.00 -18.03 18.03 0.00 0.00 3 0.23 5.88 0.00 -11.28 11.28 0.00 0.00 4 0.23 5.88 0.00 -4.53 4.53 0.00 0.00 5 0.23 5.88 0.00 2.22 -2.22 0.00 0.00 6 0.23 5.88 0.00 8.97 -8.97 0.00 0.00 7 0.23 2.19 0.00 11.56 -11.56 0.00 .0.00 8 0.23 2.19 0.00 14.07 -14.07 0.00 0.00 L33 0E- t RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 10 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 1 : D +L +S > _ Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 9 0.23 2.19 0.00 16.58 -16.58 0.00 0.00 10 0.23 -0.79 0.00 17.74 -17.74 0.00 0.00 11 0.23 -0.79 0.00 16.84 -16.84 0.00 0.00 12 0.23 -0.79 0.00 15.93 -15.93 0.00 0.00 13 0.23 -0.79 0.00 15.03 -15.03 0.00 0.00 14 0.23 -3.89 0.00 11.24 -11.24 0.00 0.00 15 0.23 -3.89 0.00 6.78 -6.78 0.00 0.00 16 0.23 -3.89 0.00 2.31 -2.31 0.00 0.00 17 0.23 -3.89 0.00 -2.15 2.15 0.00 0.00 18 0.23 -6.87 0.00 -9.58 9.58 0.00 0.00 19 0.23 -6.87 0.00 -17.45 17.45 0.00 0.00 20 0.23 -6.87 0.00 -25.33 25.33 0.00 0.00 6 1 0.53 2.64 0.00 -8.53 8.53 0.00 0.00 2 0.53 2.36 0.00 - -5.66 5.66 0.00 0.00 3 0.53 2.08 0.00 -3.11 3.11 0.00 0.00 4 0.53 1.81 0.00 -0.88 0.88 0.00 0.00 5 0.53 1.53 0.00 1.04 -1.04 0.00 0.00 6 0.53 1.25 0.00 2.63 -2.63 0.00 0.00 7 0.53 0.98 0.00 3.91 -3.91 0.00 0.00 8 0.53 0.70 0.00 4.87 -4.87 0.00 0.00 9 0.53 0.42 0.00 5.52 -5.52 0.00 0.00 10 0.53 0.15 0.00 5.84 -5.84 0.00 0.00 11 0.53 -0.13 0.00 5.85 -5.85 0.00 0.00 12 0.53 -0.41 0.00 5.55 -5.55 0.00 0.00 13 0.53 -0.68 0.00 4.92 -4.92 0.00 0.00 14 0.53 -0.96 0.00 3.98 -3.98 0.00 0.00 15 0.53 -1.24 0.00 2.72 -2.72 0.00 0.00 16 0.53 -1.51 0.00 1.14 -1.14 0.00 0.00 17 0.53 -1.79 0.00 -0.75 0.75 0.00 0.00 18 0.53 -2.07 0.00 -2.96 2.96 0.00 0.00 19 0.53 -2.34 0.00 -5.49 5.49 0.00 0.00 20 0.53 -2.62 0.00 -8.34 8.34 0.00 0.00 < Member Deflections, LC 1 : D +L +S > _ Member + Translation + - Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 1 1 0.000 0.000 0.000 0.00000 NC NC 2 -0.001 0.002 0.000 0.00000 NC NC 3 -0.001 0.005 0.000 0.00000 NC NC 4 -0.002 0.008 0.000 0.0.0000 NC. NC 5 -0.003 0.012 0.000 0.00000 NC NC 6 -0.003 0.016 0.000 0.00000 7473.3 NC 7 -0.004 0.020 0.000 0.00000 5846.5 NC I % ;,. RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 11 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 1 : D +L +S > - Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 8 -0.005 0.025 0.000 0.00000 4811.6 NC 9 -0.005 0.029 0.000 0.00000 4124.0 NC 10 -0.006 0.032 0.000 0.00000 3658.9 NC 11 -0.007 0.035 0.000 0.00000 3348.7 NC 12 -0.007 0.038 0.000 0.00000 3157.1 NC 13 -0.008 0.039 0.000 0.00000 3067.7 NC 14 -0.008 0.039 0.000 0.00000 3080.4 NC 15 -0.009 0.038 0.000 0.00000 3215.1 NC 16 -0.010 0.035 0.000 0.00000 3527.6 NC 17 -0.010 0.031. 0.000 0.00000 4161.8 NC 18 -0.011 0.024 0.000 0.00000 5562.8 NC 19 -0.012 0.016 0.000 0.00000 9976.8 NC 20 -0.012 0.005 0.000 0.00000 NC NC 2 1 -0.012 0.005 0.000 0.00000 NC NC 2 -0.013 -0.011 0.000 0.00000 9849.0 NC 3 -0.013 - 0.023 0.000 0.00000 5660.4 NC 4 -0.013 -0.031 0.000 0.00000 4384.8 NC 5 -0.013 -0.036 0.000 0.00000 3870.1 NC 6 -0.014 -0.037 0.000 0.00000 3699.2 NC 7 -0.014 -0.036 0.000 0.00000 3751.8 NC 8 -0.014 -0.033 0.000 0.00000 4005.1 NC 9 -0.014 -0.028 0.000 0.00000 4495.7 NC 10 -0.015 -0.021 0.000 0.00000 5334.3 NC 11 -0.015 -0.014 0.000 0.00000 6782.4 NC 12 -0.015 -0.007 0.000 0.00000 9521.1 NC 13 -0.015 0.001 0.000 0.00000 NC NC 14 -0.016 0.008 0.000 0.00000 NC NC 15 -0.016 0.014 0.000 0.00000 NC NC 16 -0.016 0.019 0.000 0.00000 NC NC 17 -0.016 0.022 0.000 0.00000 NC NC 18 -0.016 0.022 0.000 0.00000 NC NC 19 -0.017 0.020 0.000 0.00000 NC NC 20 -0.017 0.015 0.000 0.00000 NC NC 3 1 0.000 0.000 0.000 0.00000 NC NC 2 -0.001 -0.002 0.000 0.00000 NC NC 3 -0.001 -0.004 0.000 0.00000 NC NC 4 -0.002 -0.008 0.000 0.00000 NC NC 5 -0.003 -0.011 0.000 0.00000 8583.4 NC 6 -0.003 -0.015 0.000 0.00000 6426.2 NC 7 -0.004 -0.019 0.000 0.00000 5119.3 NC 8 -0.005 -0.023 0.000. 0.00000 4273.6 NC 9 -0.005 -0.027 0.000 0.00000 3705.2 NC 10 -0.006 -0.030 0.000 0.00000 3318.5 NC 11 -0.007 -0.032 0.000 0.00000 3061.3 NC L3C ate' ; � +, RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 12 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 1 : D +L +S > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 12 -0.007 -0.034 0.000 0.00000 2905.7 NC 13 -0.008 -0.034 0.000 0.00000 2839.8 NC 14 -0.009 -0.033 0.000 0.00000 2865.9 NC 15 -0.009 -0.031 0.000 0.00000 3004.5 NC 16 -0.010 -0.027 0.000 0.00000 3309.5 NC 17 -0.010 -0.022 0.000 0.00000 3918.0 NC 18 -0.011 -0.014 0.000 0.00000 5253.3 NC 19 -0.012 -0.005 0.000 0.00000 9448.3 NC 20 -0.012 0.007 0.000 0.00000 NC NC 4 1 -0.012 0.007 0.000 0.00000 NC NC 2 -0.013 0.026 0.000 0.00000 9455.7 NC 3 -0.013 0.040 0.000 0.00000 5415.9 NC 4 -0.013 0.049 0.000 0.00000 4178.5 NC 5 -0.013 0.055 0.000 0.00000 3670.1 NC 6 -0.014 0.059 0.000 0.00000 3487.3 NC 7 -0.014 0.059 0.000 0.00000 3510.8 NC 8 -0.014 0.057 0.000 0.00000 3712.1 NC 9 -0.014 0.053 0.000 0.00000 4113.9 NC 10 -0.015 0.048 0.000 0.00000 4794.3 NC 11 -0.015 0.042 0.000 0.00000 5932.8 NC 12 -0.015 0.036 0.000 0.00000 7957.1 NC 13 -0.015 0.030 0.000 0.00000 NC. NC 14 -0.016 0.024 0.000 0.00000 NC NC 15 -0.016 0.018 0.000 0.00000 NC NC 16 -0.016 0.014 0.000 0.00000 NC NC 17 -0.016 0.012 0.000 0.00000 NC NC 18 -0.017 0.012 0.000 0.00000 NC NC 19, -0.017 0.015 0.000 0.00000 NC NC 20 -0.017 0.021 0.000 0.00000 NC NC 5 1 -0.005 -0.012 0.000 0.00000 NC NC 2 -0.005 -0.068 0.000 0.00000 5693.6 NC 3 -0.005 -0.152 0.000 0.00000 2278.5 NC 4 -0.005 -0.253 0.000 0.00000 1321.1 NC 5 -0.005 -0.361 0.000 0.00000 911.6 NC 6 -0.006 -0.466 0.000 0.00000. 701.1 NC 7 -0.006 - 0.558 0.000 0.00000 583.0 NC 8 -0.006 -0.632 0.000 0.00000 513.4 NC 9 -0.006 -0.684 0.000 0.00000 473.4 NC 10 -0.006 -0.711 0.000 0.00000 455.4 NC 11 -0.006 -0.710 0.000 0.00000 455.7 NC. 12 -0.006 -0.684 0.000 0.00000 473.7 NC 13 -0.007 -0.632 0.000 0.00000 512.9 NC 14 -0.007 -0.559 0.000 0.00000 582.3 NC 15 -0.007 -0.467 0.000 0.00000 699.2 NC L36, of 1 t .. +..W RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 13 Portland, OR 97219 Date: 10/19/04 File: MOMFRM • < Member Deflections, LC 1 : D +L +S > _ Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad - 16 -0.007 -0.365 0.000 0.00000 900.7 NC 17 -0.007 -0.260 0.000 0.00000 1283.7 NC 18 -0.007 -0.159 0.000 0.00000 2173.8 NC 19 -0.007 -0.072 0.000 0.00000 5330.5 NC 20 -0.007 -0.012 0.000 0.00000 NC NC 6 1 -0.015 -0.017 0.000 0.00000 NC NC 2 -0.015 -0.039 0.000 0.00000 ' NC NC 3 -0.016 -0.069 0.000 0.00000 6081.0 NC 4 -0.016 -0.105 0.000 0.00000 3626.8 NC 5 -0.016 -0.141 0.000 0.00000 2554.9 NC 6 -0.016 -0.177 0.000 0.00000 1991.3 NC 7 -0.017 -0.208 0.000 0.00000 1665.8 NC 8 -0.017 -0.233 0.000 0.00000 1471.6 NC 9 - 0.017 -0.251 0.000 0.00000 1360.2 NC 10 -0.018 - 0.260 0.000 0.00000 1308.6 NC 11 -0.018 -0.260 0.000 0.00000 1307.3 NC 12 -0.018 -0.251 0.000 0.00000 1356.3 NC 13 -0.019 -0.234 0.000 0.00000 1464.5 NC 14 -0.019 - 0.209 0.000 0.00000 1654.0 NC 15 -0.019 -0.178 0.000 0.00000 1971.8 NC 16 -0.020 -0.143 0.000 0.00000 2521.3 NC 17 -0.020 -0.106 0.000 0.00000 3563.2 NC 18 -0.020 -0.071 0.000 0.00000 5935.9 NC 19 -0.020 -0.039 0.000 0.00000 NC NC 20 -0.021 -0.017 0.000 0.00000 NC NC < Member AISC Unity Checks, LC 1 : D +L +S > =_= Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi - -- Ksi -- -Ksi - 1 1 2 0.556 20 0.127 ly 20.69 37.50 29.77 1.00 0.60 0.43 1-11 -2 2 2 3 0.608 1 0.088 ly 12.89 37.50 19.73 1.00 0.60 0.30 H1 -2 3 4 5 0.569 20 0.127 ly 20.69 37.50 29.77 1.00 0.60 0.44 H1 -2 4 5 6 0.617 1 0.088 ly 12.89 37.50 19.73 1.00 0.60 0.31 H1 -2 5 2 5 0.852 20 0.343 18y 3.51 37.50 30.00 1.00 0.60 0.85 H1 -2 6 3 6 0.374 1 0.132 ly 3.51 37.50 33.00 1.00 0.60 0.85 H1 -1 L37 or I < Joint Displacements,; 9 D +L +E_L),i > _ Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 -0.275 -0.013 0.000 0.00000 0.00000 0.00051 3 -0.939 -0.017 0.000 0.00000 0.00000 0.00236 L O#1'b C.#5 D i-3$ 1,F I 6 • . ;► RISA -3D (R) Version 3.01 4 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 14 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Joint Displacements, LC 9 : D +L +E (L) > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 4 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 -0.280 -0.009 0.000 0.00000 0.00000 0.00563 6 -0.943 -0.010 0.000 0.00000 0.00000 0.00253 < Reactions, LC 9 : D +L +E (L) > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft -- K -ft 1 14.92 35.02 0.00 0.00 0.00 -71.58 4 -1.82 24.94 0.00 0.00 0.00 - 26.92 Totals: 13.10 59.96 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 13.335, 11.246, 0.000 < Member Section Forces, LC 9 : D +L +E (L) > Member Joints Shear Shear Moment Moment I - J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 35.02 -14.92 0.00 0.00 0.00 -71.58 2 35.02 -14.92 0.00 0.00 0.00 -64.38 3 35.02 -14.92 0.00 0.00 0.00 -57.18 4 35.02 -14.92 0.00 0.00 0.00 -49.98 5 35.02 -14.92 0.00 0.00 0.00 -42.78 6 35.02 -14.92 0.00 0.00 0.00 -35.58 7 35.02 -14.92 0.00 0.00 0.00 -28.38 8 35.02 -14.92 0.00 0.00 0.00 -21.18 9 35.02 -14.92 0.00 0.00 0.00 -13.99 10 35.02 -14.92 0.00 0.00 0.00 -6.79 11 35.02 -14.92 0.00 0.00 0.00 - 0.41 12 35.02 -14.92 0.00 0.00 0.00 7.61 13 35.02 -14.92 0.00 0.00 0.00 14.81 14 35.02 -14.92 0.00 0.00 0.00 22.01 15 35.02 -14.92 0.00 0.00 0.00 29.21 16 35.02 -14.92 0.00 0.00 0.00 36.41 17 35.02 -14.92 0.00 0.00 0.00 43.61 18 35.02 -14.92 0.00 0.00 0.00 50.81, 19 35.02 -14.92 0.00 0.00 0.00 58.01 20 35.02 -14.92 0.00 0.00 0.00 65.21 2 2- 3 1 6.82 -8.36 0.00 0.00 0.00 -65.52 2 6.82 -8.36 _0.00 0.00 0.00 -59.43 3 6.82 -8.36 0.00 0.00 0.00 -53.34 4 6.82 -8.36 0.00 0.00 0.00 -47.25 5 6.82 -8.36 0.00 0.00 0.00 -41.16 6 6.82 -8.36 0.00 0.00 0.00 -35.08 ' 7 6.82 -8.36 0.00 0.00 0.00 -28.99 8 6.82 -8.36 0.00 0.00 0.00 -22.90 L39 eF $ t ... ' RISA -3D (R) Version 3.01 Afghan Associates, Inc. _ Job : 9320 S.W. Barbur Boulevard, #175 Page: 15 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 9 D +L +E (L) > - Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -f t K -ft - -- 9 6.82 -8.36 0.00 0.00 0.00 -16.81 10 6.82 -8.36 0.00 0.00 0.00 -10.72 11 6.82 -8.36 0.00 0.00 0.00 -4.63 12 6.82 -8.36 0.00 0.00 0.00 1.45 13 6.82 -8.36 0.00 0.00 0.00 7.54 14 6.82 -8.36 0.00 0.00 0.00 13.63 15 6.82 -8.36 0.00 0.00 0.00 19.72 16 6.82 -8.36 0.00 0.00 0.00 25.81 17 6.82 -8.36 0.00 0.00 0.00 31.89 18 6.82 -8.36 0.00 0.00 0.00 37.98 19 6.82 -8.36 0.00 0.00 0.00 44.07 20 6.82 -8.36 0.00 0.00 0.00 50.16 3 4- 5 1 24.94 1.82 0.00 0.00 0.00 -26.92 2 24.94 1.82 0.00 0.00 0.00 -27.80 3 24.94 1.82 0.00 0.00. 0.00 -28.68 4 24.94 1.82 0.00 0.00 0.00 -29.56 5 24.94 1.82 0.00 0.00 0.00 -30.44 6 24.94 1.82 0.00 0.00 0.00 -31.32 7 24.94 1.82 0.00 0.00 0.00 -32.20 8 24.94 1.82 0.00 0.00 0.00 -33.08 9 24.94 1.82 0.00 0.00 0.00 -33.96 10 24.94 1.82 0.00 0.00 0.00 -34.83 11 24.94 1.82 0.00 0.00 0.00 -35.71 12 24.94 1.82 0.00 0.00 0.00 -36.59 13 24.94 1.82 0.00 0.00 0.00 -37.47 14 24.94 1.82 0.00 0.00 0.00 -38.35 15 24.94 1.82 0.00 0.00 0.00 -39.23 16 24.94 1.82 0.00 0.00 0.00 -40.11 17 24.94 1.82 0.00 0.00 0.00 -40.99 18 24.94 1.82 0.00 0.00 0.00 -41.86 19 24.94 1.82 0.00 0.00 0.00 -42.74 20 24.94 1.82 0.00 0.00 0.00 -43.62 4 5- 6 1 2.19 0.26 0.00 0.00 0.00 14.71 2 2.19 0.26 0.00 0.00 0.00 14.52 3 2.19 0.26 0.00 0.00 0.00 14.33 4 2.19 0.26 0.00 0.00 0.00 14.14 5 2.19 0.26 0.00 0.00 0.00 13.95 6 2.19 0.26 0.00 0.00 0.00 13.76 7 2.19 0.26 0.00 0.00 0.00 13.57 8 2.19 0.26 0.00 0.00 0.00 13.38 9 2.19 0.26 0.00 0.00 0.00 13.18 10 2.19 0.26 0.00 0.00 0.00 12.99 11 2.19 0.26 0.00 0.00 0.00 12.80 12 2.19 0.26 0.00 0.00 0.00 12.61 Loo op 1 I RISA -3D (R) Version 3.0i Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 16 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 9 : D +L +E (L) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -f t K -ft - -- 13 2.19 0.26 0.00 0.00 0.00 12.42 14 2.19 0.26 0.00 0.00 0.00 12.23 15 2.19 0.26 0.00 0.00 0.00 12.04 16 2.19 0.26 0.00 0.00 0.00 11.85 17 2.19 0.26 0.00 0.00 0.00 11.66 18 2.19 0.26 0.00 0.00 0.00 11.47 19 2.19 0.26 0.00 0.00 0.00 11.27 20 2.19 0.26 0.00 0.00 0.00 11.08 5 2- 5 1 4.06 21.20 0.00 0.00 0.00 130.72 2 4.06 21.20 0.00 0.00 0.00 101.15 3 4.06 21.20 0.00 0.00 0.00 71.59 4 4.06 21.20 0.00 0.00 0.00 42.02 5 4.06 21.20 0.00 0.00 0.00 12.45 6 4.06 21.20 0.00 0.00 0.00 -17.12 7 4.06 9.65 0.00 0.00 0.00 -30.89 8 4.06 9.65 0.00 0.00 0.00 -44.35 9 4.06 9.65 0.00 0.00 0.00 -57.81 10 4.06 0.35 0.00 0.00 0.00 -66.13 11 4.06 0.35 0.00 0.00 0.00 -66.62 12 4.06 0.35 0.00 0.00 0.00 - 67.10 13 4.06 0.35 0.00 0.00 0.00 -67.59 14 4.06 -9.35 0.00 0.00 0.00 -57.11 15 4.06 -9.35 0.00 0.00 0.00 -44.07 16 4.06 -9.35 0.00 0.00 0.00 -31.03 17 4.06 -9.35 0.00 0.00 0.00 -17.99 18 4.06 -18.65 0.00 0.00 0.00 6.31 19 4.06 -18.65 0.00 0.00 0.00 32.32 20 4.06 -18.65 0.00 0.00 0.00 58.33 6 3- 6 1 4.31 6.82 0.00 0.00 0.00 50.16 2 4.31 6.34 0.00 0.00 0.00 40.98 3 4.31 5.87 0.00 0.00 0.00 32.47 4 4.31 5.39 0.00 0.00 0.00 24.62 5 4.31 4.92 0.00 0.00 0.00 17.42 6 4.31 4.44 0.00 0.00 0.00 10.89 7 4.31 3.97 0.00 0.00 0.00 5.03 8 4.31 3.50 0.00 0.00 0.00 -0.18 9 4.31 3.02 0.00 0.00 0.00 -4.73 10, 4.31 2.55 0.00 0.00 0.00 -8.61 11 4.31 2.07 0.00 0.00 0.00 -11.84 12 4.31 1.60 0.00 0.00 0.00 -14.40 13 4.31 1.13 0.00 0.00 0.00 -16.30 14 4.31 0.65 0.00 0.00 0.00 -17.54 15 4.31 0.18 0.00 0.00 0.00 -18.12 16 4.31 -0.30 0.00 0.00 0.00 -18.03 • L 41 of i +1.. RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 17 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 9 : D +L +E (L) > Member Joints Shear Shear Moment Moment I - J Sec Axial y- -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 17 4.31 -0.77 0.00 0.00 0.00 -17.29 18 4.31 -1.25 0.00 0.00 0.00 -15.88 19 4.31 -1.72 0.00 0.00 0.00 -13.81 20 4.31 -2.19 0.00 0.00 0.00 -11.08 < Member Stresses, LC 9 : D +L +E (L) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 1 1 3.40 -4.77 0.00 18.84 -18.84 0.00 0.00 2 3.40 -4.77 0.00 16.94 -16.94 0.00 0.00 3 3.40 -4.77 0.00 15.05 -15.05 0.00 0.00 4 3.40 -4.77 0.00 13.15 -13.15 0.00 0.00 5 3.40 -4.77 0.00 11.26 -11.26 0.00 0.00 6 3.40 -4.77 0.00 9.36 -9.36 0.00 0.00 7 3.40 -4.77 0.00 7.47 -7.47 0.00 0.00 8 3.40 -4.77 0.00 5.57 -5.57 0.00 0.00 9 3.40 -4.77 0.00 3.68 -3.68 0.00 0.00 10 3.40 -4.77 0.00 1.79 -1.79 0.00 0.00 11 3.40 -4.77 0.00 -0.11 0.11 0.00 0.00 12 3.40 -4.77 0.00 -2.00 2.00 0.00 0.00 13 3.40 -4.77 0.00 -3.90 3.90 0.00 0.00 14 3.40 -4.77 0.00 -5.79 5.79 0.00 0.00 15 3.40 -4.77 0.00 -7.69 7.69 0.00 0.00 16 3.40 -4.77 0.00 -9.58 9.58 0.00 0.00 17 3.40 -4.77 0.00 -11.48 11.48 0.00 0.00 18 3.40 -4.77 0.00 -13.37 13.37 0.00 0.00 19 3.40 -4.77 0.00 -15.26 15.26 0.00 0.00 20 3.40 -4.77 0.00 -17.16 17.16 0.00 0.00 2 1 0.66 -2.68 0.00 17.24 -17.24 0.00 0.00 2 0.66 -2.68 0.00 15.64 -15.64 0.00 0.00 3 0.66 -2.68 0.00 14.04 -14.04 0.00 0.00 4 0.66 -2.68 0.00 12.43 -12.43 0.00 0.00 5 0.66 -2.68 0.00 10.83 -10.83 0.00 0.00 6 0.66 -2.68 0.00 9.23 -9.23 0.00 0.00 7 0.66 -2.68 0.00 7.63 -7.63 0.00 0.00 8 0.66 -2.68 0.00 6.03 -6.03 0.00 0.00 9 0.66 -2.68 0.00 4.42 -4.42 0.00 0.00 10 0.66 -2.68 '0.00 2.82 -2.82 0.00 0.00 11 0.66 -2.68 0.00 1.22 -1.22 0.00 0.00 12 0.66 -2.68 0.00 -0.38 0.38 0.00 0.00 13 0.66 -2.68 0.00 -1.98 1.98 0.00 0.00 14 0.66 -2.68 0.00 -3.59 3.59 0.00 0.00 15 0.66 -2.68 0.00 -5.19 5.19 0.00 0.00 L42 or 1 i RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 18 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 9 : D +L +E (L) > - Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 16 0.66 -2.68 0.00 -6.79 6.79 0.00 0.00 17 0.66 -2.68 0.00 -8.39 8.39 0.00 0.00 18 0.66 -2.68 0.00 -10.00 10.00 0.00 0.00 19 0.66 -2.68 0.00 -11.60 11.60 0.00 0.00 20 0.66 -2.68 0.00 -13.20 13.20 0.00 0.00 3 1 2.42 0.58 0.00 7.09 -7. -09 0.00 0.00 2 2.42 0.58 0.00 7.32 -7.32 0.00 0.00 3 2.42 0.58 0.00 7.55 -7.55 0.00 0.00 4 2.42 0.58 0.00 7.78 -7.78 0.00 0.00 5 2.42 0.58 0.00 8.01 -8.01 0.00 0.00 6 2.42 0.58 0.00 8.24 -8.24 0.00 0.00 7 2.42 0.58 0.00 8.47 -8.47 0.00 0.00 8 2.42 0.58 0.00 8.70 -8.70 0.00 0.00 9 2.42 0.58 0.00 8.94 -8.94 0.00 0.00 10 2.42 0.58 0.00 9.17 -9.17 0.00 0.00 11 2.42 0.58 0.00 9.40 -9.40 0.00 0.00 12 2.42 0.58 0.00 9.63 -9.63 0.00 0.00 13 2.42 0.58 0.00 9.86 -9.86 0.00 0.00 14 2.42 0.58 0.00 10.09 -10.09 0.00 0.00 15 2.42 0.58 0.00 10.32 -10.32 0.00 0.00 16 2.42 0.58 0.00 10.55 -10.55 0.00 0.00 17 2.42 0.58 0.00 10.79 -10.79 0.00 0.00 18 2.42 0.58 0.00 11.02 -11.02 0.00 0.00 19 2.42 0.58 0.00 11.25 -11.25 0.00 0.00 20 2.42 0.58 0.00 11.48 -11.48 0.00 0.00 4 1 0.21 0.08 0.00 -3.87 3.87 0.00 0.00 2 0.21 0.08 0.00 -3.82 3.82 0.00 0.00 3 0.21 0.08 0.00 -3.77 3.77 0.00 0.00 4 0.21 0.08 0.00 -3.72 3.72 0.00 0.00 5 0.21 0.08 0.00 -3.67 3.67 0.00 0.00 6 0.21 0.08 0.00 -3.62 3.62 0.00 0.00 7 0.21 0.08 0.00 -3.57 3.57 0.00 0.00 8 0.21 0.08 0.00 -3.52 3.52 0.00 0.00 9 0.21 0.08 0.00 -3.47 3.47 0.00 0.00 10 0.21 0.08 0.00 -3.42 3.42 0.00 0.00 11 0.21 0.08 0.00 -3.37 3.37 0.00 0.00 12 0.21 0.08 0.00 -3.32 3.32 0.00 0.00 13 0.21 0.08 0.00 -3.27 3.27 0.00 0.00 14 0.21 0.08 0.00 -3.22 3.22 0.00 0.00 15 0.21 0.08 0.00 -3.17 3.17 0.00 0.00 16 0.21 0.08 0.00 -3.12 3.12 0.00 0.00 17 0.21 0.08 0.00 -3.07 3.07 0.00 0.00 ' 18 0.21 0.08 0.00 -3.02 3.02 0.00 0.00 19 0.21 0.08 0.00 -2.97 2.97 0.00 0.00 Q. RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 19 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 9 : D +L +E (L) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 20 0.21 0.08 0.00 -2.92 2.92 0.00 0.00 5 1 0.39 6.78 0.00 -34.40 34.40 0.00 0.00 2 0.39 6.78 0.00 -26.62 26.62 0.00 0.00 3 0.39 6.78 0.00 -18.84 18.84 0.00 0.00 4 0.39 6.78 0.00 -11.06 11.06 0.00 0.00 5 0.39 6.78 0.00 -3.28 3.28 0.00 0.00 6 0.39 6.78 0.00 4.51 -4.51 0.00 0.00 7 0.39 3.09 0.00 8.13 -8.13 0.00 0.00 8 0.39 3.09 0.00 11.67 -11.67 0.00 0.00 9 0.39 3.09 0.00 15.21 -15.21 0.00 0.00 10 0.39 0.11 0.00 17.40 -17.40 0.00 0.00 11 0.39 0.11 0.00 17.53 -17.53 0.00 0.00 12 0.39 0.11 0.00 17.66 -17.66 0.00 0.00 13 0.39 0.11 0.00 17.79 -17.79 0.00 0.00 14 0.39 -2.99 0.00 15.03 -15.03 0.00 0.00 15 0.39 -2.99 0.00 11.60 -11.60 0.00 0.00 16 0.39 -2.99 0.00 8.16 -8.16 0.00 0.00 17 0.39 -2.99 0.00 .4.73 -4.73 0.00 0.00 18 0.39 -5.97 0.00 -1.66 1.66 0.00 0.00 19 0.39 -5.97 0.00 -8.51 8.51 0.00 0.00 20 0.39 -5.97 0.00 -15.35 15.35 0.00 0.00 6 1 0.42 2.18 0.00 -13.20 13.20 0.00 0.00 2 0.42 2.03 0.00 -10.79 10.79 0.00 0.00 3 0.42 1.88 0.00 -8.54 8.54 0.00 0.00 4 0.42 1.73 0.00 -6.48 6.48 0.00 0.00 5 0.42 1.57 0.00 -4.59 4.59 0.00 0.00 6 0.42 1.42 0.00 -2.87 2.87 0.00 0.00 7 0.42 1.27 0.00 -1.32 1.32 0.00 0.00 8 0.42 1.12 0.00 0.05 -0.05 0.00 0.00 9 0.42 0.97 0.00 1.24 -1.24 0.00 0.00 10 0.42 0.82 0.00 2.27 -2.27 0.00 0.00 11 0.42 0.66 0.00 3.11 -3.11 0.00 0.00 12 0.42 0.51 0.00 3.79 -3.79 0.00 0.00 13 0.42 0.36 0.00 4.29 -4.29 0.00 0.00 14 0.42 0.21 0.00 4.62 -4.62 . 0.00 0.00 15 0.42 0.06 0.00 4.77 -4.77 0.00 0.00 16 0.42 -0.10 0.00 4.75 -4.75 0.00 0.00 17 0.42 -0.25 0.00 4.55 -4.55 0.00 0.00 18 0.42 -0.40 0.00 4.18 -4.18 0.00 0.00 19 0.42 -0.55 0.00 3.63 -3.63 0.00 0.00 20 0.42 -0.70 0.00 2.92 -2.92 0.00 0.00 L44- or . ; , 1. ° RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 20 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 9 : D +L +E (L) > _ Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 1 1 0.000 0.000 0.000 0.00000 NC NC 2 -0.001 0.004 0.000 0.00000 NC NC 3 -0.001 0.011 0.000 0.00000 9601.4 NC 4 -0.002 0.022 0.000 0.00000 5108.1 NC 5 -0.003 0.034 0.000 0.00000 3231.1 NC 6 -0.003 0.049 0.000 0.00000 2261.7 NC 7 -0.004 0.065 0.000 0.00000 1693.3 NC 8 - -0.005 0.083 0.000 0.00000 1330.7 NC 9 -0.005 0.101 0.000 0.00000 1084.8 NC 10 -0.006 0.121 0.000 0.00000 910.5 NC 11 -0.007 0.141 0.000 0.00000 782.6 NC 12 -0.007 0.160 0.000 0.00000 686.2 NC 13 -0.008 0.180 0.000 0.00000 612.3 NC 14 -0.009 0.198 0.000 0.00000 554.8 NC 15 -0.010 0.216 0.000 0.00000 509.6 NC " 16 -0.010 0.232 0.000 0.00000 474.2 NC 17 -0.011 0.246 0.000 0.00000 446.5 NC 18 -0.012 0.259 0.000 0.00000 425.3 NC 19 -0.012 0.268 0.000 0.00000 409.9 NC 20 -0.013 0.275 0.000 0.00000 399.5 NC 2 1 -0.013 0.275 0.000 0.00000 NC NC 2 -0.013 0.285 0.000 0.00000 NC NC 3 -0.013 0.302 0.000 0.00000 6215.7 NC 4 -0.013 0.325 0.000 0.00000 3369.6 NC 5 -0.014 0.352 0.000 0.00000 2154.2 NC 6 - 0.014 0.385 0.000 0.00000 1517.1 NC 7 -0.014 0.421 0.000 0.00000 1139.6 NC 8 -0.014 0.460 0.000 0.00000 896.7 NC 9 -0.014 0.502 0.000 0.00000 730.9 NC 10 • -0.015 0.546 0.000 0.00000 612.6 NC 11 -0.015 0.591 0.000 0.00000 525.3 NC 12 -0.015 0.637 0.000 0.00000 459.1 NC 13 -0.015 0.682 0.000 0.00000 407.9 NC 14 -0.015 0.727 0.000 0.00000 367.6 NC 15 -0.016 0.770 0.000 0.00000 335.6 NC 16 -0.016 0.811 0.000 0.00000 310.0 NC 17 -0.016 0.849 0.000 0.00000 289.5 NC 18 -0.016 0.883 0.000 0.00000 273.1 NC 19 -0.016 0.914 '0.000 0.00000 260.1 NC 20 -0.017 0.939 0.000 0.00000 250.2 NC 3 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 0.000 0.000 0.00000 NC NC 3 -0.001 0.002 0.000 0.00000 NC NC 4 -0.001 0.005 0.000 0.00000 NC NC .. y , 1. • RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 21 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 9 : D +L +E (L) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 5 -0.002 0.010 0.000 0.00000 NC NC 6 -0.002 0.016 0.000 0.00000 6980.7 NC 7 -0.003 0.023 0.000 0.00000 4718.9 NC 8 -0.003 0.032 0.000 0.00000 3391.8 NC 9 -0.004 0.043 0.000 0.00000 2548.6 NC 10 -0.004 0.056 0.000 0.00000 1980.5 NC 11 -0.005 0.070 0.000 0.00000 1580.0 NC 12 -0.005 0.085 0.000 0.00000 1287.5 NC 13 -0.006 0.103 0.000 0.00000 1067.6 NC 14 -0.006 0.122 0.000 0.00000 898.3 NC 15 -0.007 0.144 0.000 0.00000 765.3 NC 16 -0.007 0.167 0.000 0.00000 658.9 NC 17 -0.008 0.192 0.000 0.00000 572.7 NC 18 -0.008 0.219 0.000 0.00000 501.8 NC 19 -0.009 0.248 0.000 0.00000 442.8 NC • 20 -0.009 0.280 0.000 0.00000 393.3 NC 4 1 -0.009 0.280 0.000 0.00000 NC NC 2 -0.009 0.328 0.000 0.00000 NC NC 3 -0.009 0.375 0.000 0.00000 6587.4 NC 4 -0.009 0.420 0.000 0.00000 4688.4 NC 5 -0.009 0.463 0.000 0.00000 3768.8 NC 6 -0.010 0.506 0.000 0.00000 3246.0 NC 7 -0.010 0.546 0.000 0.00000 2927.2 NC 8 -0.010 0.585 0.000 0.00000 2731.4 NC 9 -0.010 0.623 0.000 0.00000 2620.0 NC 10 -0.010 0.659 0.000 0.00000 2574.4 NC. 11 -0.010 0.693 0.000 0.00000 2587.1 NC 12 -0.010 0.726 0.000 0.00000 2659.1 NC 13 -0.010 0.758 0.000 0.00000 2799.6 NC 14 -0.010 0.789 0.000 0.00000 3030.1 NC 15 -0.010 0.818 0.000 0.00000 3393.5 NC 16 -0.010 0.845 0.000 0.00000 3979.1 NC 17 -0.010 0.872 0.000 0.00000 4999.3 NC 18 -0.010 0.897 0.000 0.00000 7094.0 NC 19 -0.010 0.921 0.000 0.00000 NC NC 20 -0.010 0.943 0.000 0.00000 NC NC 5 1 -0.275 -0.013 0.000 0.00000 NC NC 2 -0.276 -0.030 0.000 0.00000 NC NC 3 - 0.276. -0.089 0.000 0.00000 4159.2 NC 4 -0.276 -0.177 0.000 0.00000 1934.7 NC 5 -0.276 - -0.281 0.000 0.00000 1180.5 NC 6 -0.276 -0.391 0.000 0.00000 838.1 NC 7 -0.277 -0.495 0.000 0.00000 657.6 NC 8 -0.277 -0.587 0.000 0.00000 552.9 NC 4-44 Bf- i t RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 22 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 9 : D +L +E (L) Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 9 -0.277 -0.660 0.000 0.00000 490.2 NC 10 -0.277 -0.710 0.000 0.00000 455.1 NC 11 -0.278 -0.733 0.000 0.00000 440.4 NC 12 -0.278 -0.729 0.000 0.00000 442.6 NC 13 -0.278 -0.698 0.000 0.00000 462.6 NC 14 -0.278 -0.640 0.000 0.00000 505.3 NC 15 -0.279 -0.558 0.000 0.00000 580.1 NC 16 -0.279 -0.459 0.000 0.00000 708.2 NC 17 -0.279 -0.347 0.000 0.00000 942.9 NC 18 -0.279 -0.228 0.000 0.00000 1453.8 NC 19 -0.279 -0.112 0.000 0.00000 3093.6 NC 20 -0.280 -0.009 0.000 0.00000 NC NC 6 1 -0.939 -0.017 0.000 0.00000 NC NC 2 -0.939 0.012 0.000 0.00000 NC NC 3 -0.939 0.024 0.000 0.00000 7895.1 NC 4 -0.940 0.023 0.000 0.00000 8186.7 NC, 5 -0.940 0.012 0.000 0.00000 NC NC 6 -0.940 -0.006 0.000 0.00000 NC NC 7 -0.940 -0.029 0.000 0.00000 NC NC 8 -0.941 -0.054 0.000 0.00000 8085.3 NC 9 -0.941 -0.078 0.000 0.00000 4939.7 NC 10 -0.941 -0.101 0.000 0.00000 3633.4 NC 11 -0.941 -0.121 0.000 0.00000 2966.8 NC 12 -0.942 -0.135 0.000 0.00000 2605.3 NC 13 -0.942 -0.144 0.000 0.00000 2425.7 NC 14 -0.942 -0.146 0.000 0.00000 2381.5 NC 15 -0.942 -0.141 0.000 0.00000 2467.9 NC 16 -0.943 -0.129 0.000 0.00000 2721.9 NC 17 -0.943 -0.109 0.000 0.00000 3261.7 NC 18 -0.943 -0.082 0.000 0.00000 4469.3 NC 19 -0.943 -0.049 0.000 0.00000 8286.9 NC 20 -0.943 -0.010 0.000 0.00000 NC NC < Member AISC Unity Checks, LC 9 : D +L +E (L) >_ Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi -- -Ksi - - -Ksi 1 1 2 0.560 1 0.179 ly 27.58 49.99 39.68 1.00 0.60 0.24 H1 -2 2 2 3 0.672 1 0.100 ly 17.18 49.99 26.30 1.00 0.60 0.29 H1 -2 3 4 5 0.350 20 0.022 ly 27.58 49.99 39.68 1.00 0.60 0.85 H1 -2 4 5 6 0.153 1 0.003 ly 17.18 49.99 26.30 1.00 0.60 0.90 H1 -2 5 2 5 0.870 1 0.254 ly 4.68 49.99 39.99 1.00 0.60 0.85 H1 -2 6 3 6 0.346 1 0.082 .ly 4.68 49.99 43.99 1.00 0.60 0.85 H1 -1 Z 4 7 or • c ' RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : . 9320 S.W. Barbur Boulevard, #175 Page: 23 Portland OR 9 19 Date: 10/19/04 Ab CASE : D 4 L 4 0. 2. S 4 EC File: MOMFRM < Joint Displacements, LC 10 : D +__L +0.2S +E (R) > Joint + Translation M +" + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 0.267 -0.009 0.000 0.00000 0.00000 - 0.00538 3 0.908 -0.011 0.000 0.00000 0.00000 - 0.00265 4 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 0.263 -0.013 0.000 0.00000 0.00000 - 0.00032 6 0.903 -0.017 0.000 0.00000 0.00000 - 0.00212 < Reactions, LC 10 : D +L +0.2S +E (R) > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft K -ft 1 1.73 25.57 0.00 0.00 0.00 25.75 4 -14.83 35.88 0.00 0.00 0.00 69.94 Totals: -13.10 61.44 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 13.333, 11.530, 0.000 < Member Section Forces, LC 10 : D +L +0.2S +E (R) > Member Joints Shear Shear Moment Moment I - J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 25.57 -1.73 0.00 0.00 0.00 25.75 2 25.57 -1.73 0.00 0.00 0.00 26.58 3 25.57 -1.73 0.00 0.00 0.00 27.42 4 25.57 -1.73 0.00 0.00 0.00 28.25 5 25.57 -1.73 0.00 0.00 0.00 29.08 6 25.57 -1.73 0.00 0.00 0.00 29.92 7 25.57 -1.73 0.00 0.00 0.00 30.75 8 25.57 -1.73 0.00 0.00 0.00 31.59 9 25.57 -1.73 0.00 0.00 0.00 32.42 10 25.57 -1.73 0.00 0.00 0.00 33.25 11 25.57 -1.73 0.00 0.00 0.00 34.09 12 25.57 -1.73 0.00 0.00 0.00 34.92 13 25.57 -1.73 0.00 0.00 0.00 35.76 14 25.57 -1.73 0.00 0.00 0.00 36.59 15 25.57 -1.73 0.00 0.00 0.00 37.42 16 25.57 -1.73 0.00 0.00 0.00 38.26 17 25.57 -1.73 0.00 0.00 0.00 39.09 18 25.57 -1.73 0.00 0.00 0.00 39.93 19 25.57 -1.73 0.00 0.00 0.00 40.76 20 25.57 -1.73 0.00 0.00 0.00 41.59 2 2- 3 1 2.99 -0.50 0.00 0.00 0.00 -14.77 2 2.99 -0.50 0.00 0.00 0.00 -14.40 3 2.99 -0.50 0.00 0.00 0.00 -14.04 4 2.99 -0.50 0.00 0.00 0.00 -13.68 5 2.99 -0.50 0.00 0.00 0.00 -13.32 t4B o • % ■ a RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 24 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 10 : D +L +0.2S +E (R) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 6 2.99 -0.50 0.00 0.00 0.00 -12.95 7 2.99 -0.50 0.00 0.00 0.00 -12.59 8 2.99 -0.50 0.00 0.00 0.00 -12.23 9 2.99 -0.50 0.00 0.00 0.00 - 11.87 10 2.99 -0.50 0.00 0.00 0.00 -11.50 11 2.99 -0.50 0.00 0.00 0.00 -11.14 12 2.99 -0.50 0.00 0.00 • 0.00 -10.78 13 2.99 -0.50 0.00 0.00 0.00_ -10.42 14 2.99 -0.50 0.00 0.00 0.00 -10.05 15 2.99 -0.50 0.00 0.00 0.00 -9.69 16 2.99 -0.50 0.00 0.00 0.00 -9.33 17 2.99 -0.50 0.00 0.00 0.00 -8.97 18 2.99 -0.50 0.00 0.00 0.00 -8.60 19 2.99 -0.50 0.00 0.00 0.00 -8.24 20 2.99 -0.50 0.00 0.00 0.00 -7.88 3 4- 5 1 35.88 14.83 0.00 0.00 0.00 69.94 2 35.88 14.83 0.00 0.00 0.00 62.79 3 35.88 14.83 0.00 0.00 0.00 55.63 4 35.88 14.83 0.00 0.00 0.00 48.48 5 35.88 14.83 0.00 0.00 0.00 41.32 6 35.88 14.83 0.00 0.00 0.00 34.17 7 35.88 14.83 0.00 0.00 0.00 27.01 8 35.88 14.83 0.00 0.00 0.00 19.86 9 35.88 14.83 0.00 0.00 0.00 12.70 10 35.88 14.83 0.00 0.00 0.00 5.55 11 35.88 14.83 0.00 0.00 0.00 -1.60 12 35.88 14.83 0.00 0.00 0.00 -8.76 13 35.88 14.83 0.00 0.00 0.00 -15.91 14 35.88 14.83 0.00 0.00 0.00 -23.07 15 35.88 14.83 0.00 0.00 0.00 -30.22 16 35.88 14.83 0.00 0.00 0.00 -37.38 17 35.88 14.83 0.00 0.00 0.00 -44.53 18 35.88 14.83 0.00 0.00 0.00 -51.68 19 35.88 14.83 0.00 0.00 0.00 -58.84 20 35.88 14.83 0.00 0.00 0.00 -65.99 4 5- 6 1 7.51 8.60 0.00 0.00 0.00 66.98 2 7.51 8.60 0.00 0.00 0.00 60.72 3 7.51 8.60 0.00 0.00 0.00 54.46 4 7.51 8.60 0.00 0.00 0.00 48.20 5 7.51 8.60 0.00 0.00 0.00 41.94 6 7.51 8.60 0.00 0.00 0.00 35.68 7 7.51 8.60 0.00 0.00 0.00 29.42 8 7.51 8.60 0.00 0.00 0.00 23.16 9 7.51 8.60 0.00 0.00 0.00 16.90 • 4e0 or 1 .• " RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 25 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 10 : D +L +0.2S +E (R) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -f t K -ft - -- 10 7.51 8.60 0.00 0.00 0.00 10.64 11 7.51 8.60 0.00 0.00 0.00 4.38 12 7.51 8.60 0.00 0.00 0.00 -1.88 13 7.51 8.60 0.00 0.00 0.00 -8.14 14 7.51 8.60 0.00 0.00 0.00 -14.40 15 7.51 8.60 0.00 0.00 0.00 -20.66 16 7.51 8.60 0.00 0.00, 0.00 -26.92 17 7.51 8.60 0.00 0.00 0.00 -33.18 18 7.51 8.60 0.00 0.00 0.00 -39.44 19 7.51 8.60 0.00 0.00 0.00 -45.70 20 7.51 8.60 0.00 0.00 0.00 -51.96 5 2- 5 1 3.73 15.58 0.00 0.00 0.00 56.36 2 3.73 15.58 0.00 0.00 0.00 34.63 3 3.73 15.58 0.00 0.00 0.00 12.90 4 3.73 15.58 0.00 0.00 0.00 -8.82 5 3.73 15.58 0.00 0.00 0.00 -30.55 6 3.73 15.58 0.00 0.00 0.00 -52.28 7 3.73 4.03 0.00 0.00 0.00 -58.20 8 3.73 4.03 0.00 0.00 0.00 -63.82 9 3.73 4.03 0.00 0.00 0.00 -69.43 10 3.73 -5.27 0.00 0.00 0.00 -69.91 11 3.73 -5.27 0.00 0.00 0.00 -62.56 12 3.73 -5.27 0.00 0.00 0.00 -55.21 13 3.73 -5.27 0.00 0.00 0.00 -47.85 14 3.73 -14.97 0.00 0.00 0.00 -29.52 15 3.73 -14.97 0.00 0.00 0.00 -8.64 16 3.73 -14.97 0.00 0.00 0.00 12.24 17 3.73 -14.97 0.00 0.00 0.00 33.12 18 3.73 -24.27 0.00 0.00 0.00 65.26 19 3.73 -24.27 0.00 0.00 0.00 99.12 20 3.73 -24.27 0.00 0.00 0.00 132.97 6 3- 6 1 4.55 2.99 0.00 0.00 0.00 -7.88 2 4.55 2.44 0.00 0.00 0.00 -11.66 3 4.55 1.88 0.00 0.00 0.00 -14.68 4 4.55 1.33 0.00 0.00 0.00 -16.92 5 4.55 0.78 0.00 0.00 0.00 -18.39 6 4.55 0.23 0.00 0.00 0.00 -19.09 7 4.55 -0.32 0.00 0.00 0.00 -19.03 8 4.55 -0.88 0.00 0.00 0.00 -18.19 9 4.55 -1.43 0.00 0.00 0.00 -16.58 10 4.55 -1.98 0.00 0.00 0.00 -14.20 11 4.55 -2.53 0.00 0.00 0.00 -11.05 12 4.55 -3.09 0.00 0.00 0.00 -7.13 13 4.55 -3.64 0.00 0.00 0.00 -2.44 L5a Dr- t l RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 26 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 10 : D +L +0.2S +E (R) > - Member Joints Shear Shear Moment Moment I - J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 14 4.55 -4.19 0.00 0.00 0.00 3.02 15 4.55 -4.74 0.00 0.00 0.00 9.25 16 4.55 -5.30 0.00 0.00 0.00 16.25 17 4.55 -5.85 0.00 0.00 0.00 24.02 18 4.55 -6.40 0.00 0.00 0.00 32.56 19 4.55 -6.95 0.00 0.00 0.00 41.88 20 4.55 -7.51 •0.00 0.00 0.00 51.96 < Member Stresses, LC 10 : D +L +0.2S +E (R) > Member Shear Shear + Bending - + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 1 1 2.48 -0.55 0.00 -6.78 6.78 0.00 0.00 2 2.48 -0.55 0.00 -7.00 7.00 0.00 0.00 3 2.48 -0.55 0.00 -7.21 7.21 0.00 0.00 4 2.48 -0.55 0.00 -7.43 7.43 0.00 0.00 5 2.48 -0.55 0.00 -7.65 7.65 0.00 0.00 6 2.48 -0.55 0.00 -7.87 7.87 0.00 0.00 7 2.48 -0.55 0.00 -8.09 8.09 0.00 0.00 8 2.48 -0.55 0.00 -8.31 8.31 0.00 0.00 9 2.48 -0.55 0.00 -8.53 8.53 0.00 0.00 10 2.48 -0.55 0.00 -8.75 8.75 0.00 0.00 11 2.48 -0.55 0.00 -8.97 8.97 0.00 0.00 12 2.48 -0.55 0.00 -9.19 9.19 0.00 0.00 13 2.48 -0.55 0.00 -9.41 9.41 0.00 0.00 14 2.48 -0.55 0.00 -9.63 9.63 0.00 0.00 15 2.48 -0.55 0.00 -9.85 9.85 0.00 0.00 16 2.48 -0.55 0.00 -10.07 10.07 0.00 0.00 17 2.48 -0.55 0.00 -10.29 10.29 0.00 0.00 18 2.48 -0.55 0.00 -10.51 10.51 0.00 0.00 19 2.48 -0.55 0.00 -10.73 10.73 0.00 0.00 20 2.48 -0.55 0.00 -10.95 10.95 0.00 0.00 2 1 0.29 -0.16 0.00 3.89 -3.89 0.00 0.00 2 0.29 -0.16 0.00 3.79 -3.79 0.00 0.00 3 0.29 -0.16 0.00 3.69 -3.69 0.00 0.00 4 0.29 -0.16 0.00 3.60 -3.60 0.00 0.00 5 0.29 -0.16 0.00 3.50 -3.50 0.00 0.00 6 0.29 -0.16 0.00 3.41 -3.41 0.00 0.00 7 0.29 -0.16 0.00 3.31 -3.31 0.00 0.00 . 8 0.29 -0.16 0.00 3.22 -3.22 0.00 0.00 9 0.29 -0.16 0.00 3.12 -3.12 0.00 0.00 10 0.29 -0.16 0.00 3.03 -3.03 0.00 0.00 11 0.29 -0.16 0.00 2.93 -2.93 0.00 0.00 12 0.29 -0.16 0.00 2.84 -2.84 0.00 0.00 LS/ of r t RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : . 9320 S.W. Barbur Boulevard, #175 Page: 27 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 10 : D +L +0.2S +E (R) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi -Ksi Ksi Ksi Ksi-- - 13 0.29 -0.16 0.00 2.74 -2.74 0.00 0.00 14 0.29 -0.16 0.00 2.65 -2.65 0.00 0.00 15 0.29 -0.16 0.00 2.55 -2.55 0.00 0.00 16 0.29 -0.16 0.00 2.45 -2.45 0.00 0.00 17 0.29 -0.16 0.00 2.36 -2.36 0.00 0.00 18 0.29 -0.16 0.00 2.26 -2.26 0.00 0.00 19 0.29 -0.16 0.00 2.17 -2.17 0.00 0.00 20 0.29 -0.16 0.00 2.07 -2.07 0.00 0.00 3 1 3.48 4.75 0.00 -18.41 18.41 0.00 0.00 2 3.48 4.75 0.00 -16.52 16.52 0.00 0.00 3 3.48 4.75 0.00 -14.64 14.64 0.00 0.00 4 3.48 4.75 0.00 -12.76 12.76 0.00 0.00 5 3.48 4.75 0.00 -10.87 10.87 0.00 0.00 6 3.48 4.75 0.00 -8.99 8.99 0.00 0.00 7 3.48 4.75 0.00 -7.11 7.11 0.00 0.00 8 3.48 4.75 0.00 -5.23 5.23 0.00 0.00 9 3.48 4.75 0.00 -3.34 3.34 0.00 0.00 10 3.48 4.75 0.00 -1.46 1.46 0.00 0.00 11 3.48 4.75 0.00 0.42 -0.42 0.00 0.00 12 3.48 4.75 0.00 2.30 -2.30 0.00 0.00 13 3.48 4.75 0.00 4.19 -4.19 0.00 0.00 14 3.48 4.75 0.00 6.07 -6.07 0.00 0.00 15 3.48 4.75 0.00 7.95 -7.95 0.00 0.00 16 3.48 4.75 0.00 9.84 -9.84 0.00 0.00 17 3.48 4.75 0.00 11.72 -11.72 0.00 0.00 18 3.48 4.75 0.00 13.60 -13.60 0.00 0.00 19 3.48 4.75 0.00 15.48 -15.48 0.00 0.00 20 3.48 4.75 0.00 17.37 -17.37 0.00 0.00 4 1 0.73 2.75 0.00 -17.63 17.63 0.00 .0.00 2 0.73 2.75 0.00 -15.98 15.98 0.00 0.00 3 0.73 2.75 0.00 -14.33 14.33 0.00 0.00 4 0.73 2.75 0.00 -12.68 12.68 0.00 0.00 5 0.73 2.75 0.00 -11.04 11.04 0.00 0.00 6 0.73 2.75 0.00 -9.39 9.39 0.00 0.00 7 0.73 2.75 0.00 -7.74 7.74 0.00 0.00 8 0.73 2.75 0.00 -6.09 6.09 0.00 0.00 9 0.73 2.75 0.00 -4.45 4.45 0.00 0.00 10 0.73 2.75 0.00 -2.80 2.80 0.00 0.00 11 0.73 2.75 0.00 -1.15 1.15 0.00 0.00 12 0.73 2.75 0.00 0.49 -0.49 0.00 0.00 13 0.73 2.75 0.00 2.14 -2.14 0.00 0.00 14 0.73 2.75 0.00 3.79 -3.79 0.00 0.00 15 0.73 2.75 0.00 5.44 -5.44 0.00 0.00 16 0.73 2.75 0.00 7.08 -7.08 0.00 0.00 L6 of • t, • , RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 28 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 10 : D +L +0.2S +E (R) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top • y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 17 0.73 2.75 0.00 8.73 -8.73 0.00 0.00 18 0.73 2.75 0.00 10.38 -10.38 0.00 0.00 19 0.73 2.75 0.00 12.03 -12.03 0.00 0.00 20 0.73 2.75 0.00 13.67 -13.67 0.00 0.00 5 1 0.36 4.98 0.00 -14.83 14.83 0.00 0.00 2 0.36 4.98 0.00 -9.11 9.11 0.00 0.00 3 0.36 4.98 0.00 -3.40 3.40 0.00 0.00 4 0.36 4.98 0.00 2.32 -2.32 0.00 0.00 5 0.36 4.98 0.00 8.04 -8.04 0.00 0.00 6 0.36 4.98 0.00 13.76 -13.76 0.00 0.00 7 0.36 1.29 0.00 15.32 -15.32 0.00 0.00 8 0.36 1.29 0.00 16.79 -16.79 0.00 0.00 9 0.36 1.29 0.00 18.27 -18.27 0.00 0.00 10 0.36 -1.69 0.00 18.40 -18.40 0.00 0.00 11 0.36 -1.69 0.00 16.46 -16.46 0.00 0.00 12 0.36 -1.69 0.00 14.53 -14.53 0.00 0.00 13 0.36 -1.69 0.00 12.59 -12.59 0.00 0.00 14 0.36 -4.79 0.00 7.77 -7.77 0.00 0.00 15 0.36 -4.79 0.00 2.27 -2.27 0.00 0.00 16 0.36 -4.79 0.00 -3.22 3.22 0.00 0.00 17 0.36 -4.79 0.00 -8.72 8.72 0.00 0.00 18 0.36 -7.77 0.00, -17.17 17.17 0.00 0.00 19 0.36 -7.77 0.00 -26.08 26.08 0.00 0.00 20 0.36 -7.77 0.00 -34.99 34.99 0.00 0.00 6 1 0.44 0.96 0.00 2.07 -2.07 0.00 0.00 2 0.44 0.78 0.00 3.07 -3.07 0.00 0.00 3 0.44 0.60 0.00 3.86 -3.86 0.00 0.00 4 0.44 0.43 0.00 4.45 -4.45 0.00 0.00 5 0.44 0.25 0.00 4.84 -4.84 0.00 0.00 6 0.44 0.07 0.00 5.02 -5.02 0.00 0.00 7 0.44 -0.10 0.00 5.01 -5.01 0.00 0.00 8 0.44 -0.28 0.00 4.79 -4.79 0.00 0.00 9 0.44 -0.46 0.00 4.36 -4.36 0.00 0.00 10 0.44 -0.63 0.00 3.74 -3.74 0.00 0.00 11 0.44 -0.81 0.00 2.91 -2.91 0.00 0.00 12 0.44 -0.99 0.00 1.88 -1.88 0.00 0.00 13 0.44 -1.16 0.00 0.64 -0.64 0.00 0.0.0 14 0.44 -1.34 0.00 -0.79 0.79 0.00 0.00 15 0.44 -1.52 0.00 -2.43 2.43 0.00 0.00 16 0.44 -1.69 0.00 -4.28 4.28 0.00 0.00 17 0.44 -1.87 0.00 -6.32 6.32 0.00 0.00 18 0.44 -2.05 0.00 -8.57 8.57 0.00 0.00 19 0.44 -2.22 0.00 -11.02 11.02 0.00 0.00 20 0.44 -2.40 0.00 -13.67 13.67 0.00 0.00 L53 aF RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 29 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 10 : D +L +0.2S +E (R) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - < Member Deflections, LC 10 : D +L +0.2S +E (R) > - Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad .1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 0.000 0.000 0.00000 NC NC 3 -0.001 -0.002 0.000 0.00000 NC NC 4 -0.001 -0.005 0.000 0.00000 NC NC 5 -0.002 -0.009 0.000 0.00000 NC NC 6 -0.002 -0.015 0.000 0.00000 7297.8 NC 7 -0.003 -0.022 0.000 0.00000 4934.2. NC 8 - 0.003' -0.031 0.000 0.00000 3547.2 NC 9 -0.004 -0.041 0.000 0.00000 2665.8 NC 10 -0:004 -0.053 0.000 0.00000 2071.7 NC 11 -0.005 -0.067 0.000 0.00000 1653.0 NC 12 -0.005 -0.082 0.000 0.00000 1347.1 NC 13 -0.006 -0.098 0.000. 0.00000 1117.2 NC 14 -0.006 -0.117 0.000 0.00000 940.1 NC 15 -0.007 -0.137 0.000 0.00000 800.9 NC 16 -0.007 -0.159 0.000 0.00000 689.7 NC 17 -0.008 -0.184 0.000 0.00000 599.4 NC 18 -0.008 -0.209 0.000 0.00000 525.3 NC 19 -0.009 -0.237 0.000 0.00000 463.6 NC 20 -0.009 -0.267 0.000 0.00000 411.8 NC 2 1 -0.009 -0.267 0.000 0.00000 NC NC 2 -0.010 -0.313 0.000 0.00000 NC NC 3 -0.010 -0.358 0.000 0.00000 7205.2 NC 4 -0.010 -0.401 0.000 0.00000 5154.6 NC 5 -0.010 -0.442 0.000 0.00000 4165.3 NC 6 -0.010 -0.482 0.000 0.00000 3606.6 NC 7 -0.010 -0.520 0.000 0.00000 3270.0 NC 8 -0.010 -0.557 0.000 0.00000 3068.0 NC 9 -0.010 -0.593 0.000 0.00000 2959.3 NC 10 -0.010 -0.627 0.000 0.00000 2924.2 NC 11 -0.010 -0.661 0.000 0.00000 2955.6 NC 12 -0.010 -0.692 0.000 0.00000 3055.5 NC 13 -0.010 -0.723 0.000 0.00000 3236.1 NC 14 -0.011 -0.753 0.000 0.00000 3523.7 NC 15 -0.011 -0.781 0.000 0.00000 3970.4 NC 16 -0.011 -0.808 0.000 0.00000 4684.7 NC 17 -0.011 -0.835 0.000 0.00000 5923.0 NC 18 -0.011 -0.860 0.000 0.00000 8458.8 NC 19 -0.011 -0.885 0.000 0.00000 NC NC L. Of • ' t. RI•SA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 30 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 10 : D +L +0.2S +E (R) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 20 -0.011 -0.908 0.000 0.00000 NC NC 3 1 0.000 0.000 0.000 0.00000 NC NC 2 -0.001 -0.004 0.000 0.00000 NC NC 3 -0.001 -0.011 0.000 0.00000 9761.1 NC 4 -0.002 -0.021 0.000 0.00000 5203.7 NC 5 -0.003 -0.033 0.000 0.00000 3296.6 NC 6 -0.003 -0.048 0.000 0.00000 2310.5 NC 7 -0.004 -0.064 0.000 0.00000 1732.0 _NC 8 -0.005 -0.081 0.000 0.00000 1362.6 NC 9 -0.006 -0.099 0.000 0.00000 1112.1 NC 10 -0.006 -0.118 0.000 0.00000 934.5 NC 11 - 0.007 -0.137 0.000 0.00000 804.2 NC 12 -0.008 -0.156 0.000 0.00000 706.1 NC 13 -0.008 -0.174 0.000 0.00000 630.9 NC 14 -0.009 -0.192 0.000 0.00000 572.5 NC 15 -0.010 -0.209 0.000 0.00000 526.8 NC 16 -0.010 -0.224 0.000 0.00000 491.0 NC 17 -0.011 -0.237 0.000 0.00000 463.4 NC 18 -0.012 -0.249 0.000 0.00000 442.5 NC 19 -0.013 -0.257 0.000 0.00000 427.5 NC 20 -0.013 -0.263 ' 0.000 0.00000 418.0 NC 4 1 -0.013 -0.263 0.000 0.00000 NC NC 2 -0.013 -0.272 0.000 0.00000 NC NC 3 -0.014 -0.287 0.000 0.00000 6993.1 NC 4 -0.014 -0.308 0.000 0.00000 3688.4 NC 5 -0.014 -0.335 0.000 0.00000 2317.9 NC 6 -0.014 -0.366 0.000 0.00000 1613.6 NC 7 -0.015 -0.401 0.000 0.00000 1202.2 NC 8 -0.015 -0.440 0.000 0.00000 940.2 NC 9 -0.015 -0.481 0.000 0.00000 762.9 NC 10 -0.015 -0.524 0.000 0.00000 637.2 NC 11 -0.015 -0.568 0.000 0.00000 545.0 NC 12 -0.016 -0.612 0.000 0.00000 475.4 NC 13 -0.016 -0.657 0.000 0.00000 421.8 NC 14 -0.016 -0.700 0.000 0.00000 379.9 NC 15 -0.016 -0.742 0.000 0.00000 346.6 NC 16 -0.017 -0.782 0.000 0.00000 320.2 NC 17 -0.017 -0.818 0.000 0.00000 299.1 NC 18 -0.017 -0.851 0.000 0.00000 282.3 NC 19 -0.017 -0.880 0.000 0.00000 269.3 NC 20 -0.017 -0.903 0.000 0.00000 259.4 NC 5 1 0.267 -0.009 0.000 ' 0.00000 NC NC 2 0.267 -0.108 0.000 0.00000 3228.6 NC L5S e- 1 • RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 31 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 10 : D +L +0.2S +E (R) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 3 0.267 -0.221 0.000 0.00000 1506.6 NC 4 0.266 -0.339 0.000 0.00000 966.8 NC 5 0.266 -0.453 0.000 0.00000 717.6 NC 6 0.266 -0.555 0.000 0.00000 583.5 NC 7 0.266 -0.637 0.000 0.00000 507.5 NC 8 0.266 -0.695 0.000 0.00000 464.6 NC 9 0.265 -0.727 0.000 0.00000 443.9 NC 10 0.265 -0.731 0.000 0.00000 441.5 NC 11 0.265 -0.707 0.000 0.00000 457.1 NC 12 0.265 -0.657 0.000 0.00000 492.4 NC 13 0.265 -0.585 0.000 0.00000 554.5 NC 14 0.264 -0.494 0.000 0.00000 659.6 NC 15 0.264 -0.391 0.000 0.00000 839.5 NC 16 0.264 -0.284 0.000 0.00000 1169.4 NC 17 0.264 -0.183 0.000 0.00000 1869.8 NC 18 0.264 - 0.095 0.000 0.00000 3866.3 NC 19 0.263 -0.034 0.000 0.00000 NC NC 20 0.263 -0.013 0.000 0.00000 NC NC 6 1 0.908 -0.011 0.000 0.00000 NC NC 2 0.908 -0.052 0.000 0.00000 7747.6 NC 3 0.907 -0.089 0.000 0.00000 4109.9 NC 4 0.907 -0.120 0.000 0.00000 2951.0 NC 5 0.907 -0.144 0.000 0.00000 2422.1 NC 6 0.907 -0.160 0.000 0.00000 2157.9 NC 7 0.906 -0.169 0.000 0.00000 2042..4 NC 8 0.906 -0.170 0.000 0.00000 2034.2 NC 9 0.906 -0.163 0.000 0.00000 2126.0 NC 10 0.906 -0.150 0.000 0.00000 2336.3 NC 11 0.905 -0.131 0.000 0.00000 2720.2 NC 12 0.905 -0.108 0.000 0.00000 3411.3 NC 13 0.905 -0.082 0.000 0.00000 4770.1 NC 14 0.905 -0.055 0.000 0.00000 8124.2 NC 15 0.904 -0.029 0.000 0.00000 NC NC 16 0.904 -0.006 0.000 0.00000 NC NC • 17 0.904 0.009 0.000 0.00000 NC NC 18 0.904 0.015 0.000 0.00000 NC NC 19 0.903 0.007 0.000 0.00000 NC NC 20 0.903 -0.017 0.000 0.00000 NC NC 4 36 Of- t • . • RISA -3D (R) Version 3.O1 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 32 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member AISC Unity Checks, LC 10 : D +L +0.2S +E (R) > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi - -- Ksi -- -Ksi 1 1 2 0.338 20 0.021 ly 27.58 49.99 39.68 1.00 0.60 0.85 H1 -2 2 2 3 0.155 1 0.006 ly 17.18 49.99 26.30 1.00 0.60 0.81 Hl -2 3 4 5 0.551 1 0.178 ly 27.58 49.99 39.68 1.00 0.60 0.22 H1 -2 4 5 6 0.688 1 0.103 ly 17.18 49.99 26.30 1.00 0.60 0.29 Hl -2 5 2 5 0.884 20 0.291 18y 4.68 49.99 39.99 1.00 0.60 0.85 H1 -2 6 3 6 0.361 20 0.090 20y 4.68 49.99 43.99 1.00 0.60 0.85 H1 -1 • 7 of t Y < Joint Displacements, LC 11 . .D ±L +0.2StE (.L,)(> Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 -0.276 -0.013 0.000 0.00000 0.00000 0.00054 3 -0.939 -0.017 0.000 0.00000 0.00000 0.00218 4 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 -0.279 -0.009 0.000 0.00000 0.00000 0.00560 6 -0.944 -0.011 0.000 0.00000 0.00000 0.00270 LOAb.CASS • 4- L. + 0. Z% (L) L_ s25 o,= I ` RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 50 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Reactions, LC 11 : D +L +0.2S +E (L) > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft K -ft 1 14.83 35.76 0.00 0.00 0.00 -71.35 4 -1.73 25.69 0.00 0.00 0.00 -27.16 Totals: 13.10 61.44 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 13.333, 11.530, 0.000 < Member Section Forces, LC 11 : D +L +0.2S +E (L) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z. -z K K K K -ft K -ft K -ft - -- 1 1- 2 1 35.76 -14.83 0.00 0.00 0.00 -71.35 2 35.76 -14.83 0.00 0.00 0.00 -64.19 3 35.76 -14.83 0.00 0.00 0.00 -57.04 4 35.76 -14.83 0.00 0.00 0.00 -49.88 5 35.76 -14.83 0.00 0.00 0.00 -42.73 6 35.76 -14.83 0.00 0.00 0.00 -35.38 7 35.76 -14.83 0.00 0.00 0.00 -28.42 8 35..76 -14.83 0.00 - 0.00 0.00 ' -21.27 9 35.76 -14.83 0.00 0.00 0.00 -14.11 10 35.76 -14.83 0.00 0.00 0.00 -6.96 11 35.76 -14.83 0.00 0.00 0.00 0.20 12 35.76 -14.83 0.00 0.00 0.00 7.35 13 35.76 -14.83 0.00 0.00 0.00 14.50 14 35.76 -14.83 0.00 0.00 0.00 21.66 15 35.76 -14.83 0.00 0.00 0.00 28.81 16 35.76 -14.83 0.00 0.00 0.00 35.97 17 35.76 -14.83 0.00 0.00 0.00 43.12 18 35.76 -14.83 0.00 0.00 0.00 50.28 19 35.76 -14.83 0.00 0.00 0.00 57.43 20 35.76 -14.83 0.00 0.00 0.00 64.59 2 2- 3 1 7.56 -8.60 0.00 0.00 0.00 -66.27 2 7.56 -8.60 0.00 0.00 0.00 -60.01 3 7.56 -8.60 0.00 0.00 0.00 -53.75 4 7.56 -8.60 0.00 0.00 0.00 -47.49 5 7.56 -8.60 0.00 0.00 0.00 -41.23 6 7.56 -8.60 0.00 0.00 0.00 -34.97 7 7.56 -8.60 0.00 0.00 0.00 - 28.72 8 7.56 -8.60 0.00 0.00 0.00 -22.46 9 7.56 -8.60 0.00 0.00 0.00 -16.20 10 7.56 -8.60 0.00 0.00 0.00 -9.94 11 7.56 -8.60 0.00 0.00 0.00 -3.68 12 7.56 -8.60 0.00 0.00 0.00 2.58 13 7.56 -8.60 0.00 0.00 0.00 8.84 14 7.56 -8.60 0.00 0.00 0.00 15.10 15 7.56 -8.60 0.00 0.00 0.00 21.36 16 7.56 -8.60 0.00 0.00 0.00 27.62 t • + 0 • RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : . 9320 S.W. Barbur Boulevard, #175 Page: 51 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 11 : D +L +0.2S +E (L) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 17 7.56 -8.60 0.00 0.00 0.00 33.88 18 7.56 -8.60 0.00 0.00 0.00 40.14 19 7.56 -8.60 0.00 0.00 0.00 46.40 20 7.56 -8.60 0.00 0.00 0.00 52.66 3 4- 5 1 25.69 1.73 0.00 0.00 0.00 -27.16 2 25.69 1.73 0.00 0.00 0.00 -27.99 3 25.69 1.73 0.00 0.00 0.00 -28.82 4 25.69 1.73 0.00 0.00 0.00 -29.66 5 25.69 1.73 0.00 0.00 0.00 - 30.49 6 25.69 1.73 0.00 0.00 0.00 -31.33 7 25.69 1.73 0.00 0.00 0.00 -32.16 8 25.69 1.73 0.00 0.00 0.00 - 32.99 9 25.69 1.73 0.00 0.00 0.00 -33.83 10 25.69 1.73 0.00 0.00 0.00 -34.66 11 25.69 1.73 0.00 0.00 0.00 -35.50 12 25.69 1.73 0.00 0.00 0.00 -36.33 13 25.69 1.73 0.00 0.00 0.00 -37.16 14 25.69 1.73 0.00 0.00 0.00 -38.00 15 25.69 1.73 0.00 0.00 0.00 -38.83 16 25.69 1.73 0.00 0.00 0.00 -39.67 17 25.69 1.73 0.00 0.00 0.00 -40.50 18 25.69 1.73 0.00 0.00 0.00 -41.33 19 25.69 1.73 0.00 0.00 0.00 -42.17 20 25.69 1.73 0.00 0.00 0.00 -43.00 4 5- 6 1 2.94 0.50 0.00 0.00 0.00 15.47 2 2.94 0.50 0.00 0.00 0.00 15.11 3 2.94 0.50 0.00 0.00 0.00 14.74 4 2.94 0.50 0.00 0.00 0.00 14.38 5 2.94 0.50 0.00 0.00 0.00 14.02 6 2.94 0.50 0.00 0.00 0.00 13.66 7 2.94 0.50 0.00 0.00 0.00 13.29 8 2.94 0.50 0.00 0.00 0.00 12.93 9 2.94, 0.50 0.00 0.00 0.00 12.57 10 2.94 0.50 0.00 0.00 0.00 12.21 11 2.94 0.50 0.00 0.00 0.00 11.84 12 2.94 0.50 0.00 0.00 0.00 11.48 13 2.94 0.50 0.00 0.00 0.00 11.12 14 2.94 0.50 0.00 0.00 0.00 10.76 15 2.94 0.50 0.00 0.00 0.00 10.39 16 2.94 0.50 0.00 0.00 0.00 10.03 17 2.94 0.50 0.00 0.00 0.00 9.67 18 2.94 0.50 0.00 0.00 0.00 9.31 19 2.94 0.50 0.00 0.00 0.00 8.94 20 2.94 0.50 0.00 0.00 0.00 8.58 L 6 of • L •• RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : • 9320 S.W. Barbur Boulevard, #175 Page: 52 Portland, OR 97219 Date: 10/19/04 File: MOMFRM • < Member Section Forces, LC 11 : D +L +0.2S +E (L) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 5 2- 5 1 3.73 21.20 0.00 0.00 0.00 130.86 2 3.73 21.20 0.00 0.00 0.00 101.29 3 3.73 21.20 0.00 0.00 0.00 71.72 4 3.73 21.20 0.00 0.00 0.00 42.15 5 3.73 21.20 0.00 0.00 0.00 12.58 6 3.73 21.20 0.00 0.00 0.00. -16.99 7 3.73 9.65 0.00 0.00 0.00 -30.75 8 3.73 9.65 0.00 0.00 0.00 -44.21 9 3.73 9.65 0.00 0.00 0.00 -57.67 10 3.73 0.35 0.00 0.00 0.00 -65.99 11 3.73 0.35 0.00 0.00 0.00 -66.48 12 3.73 0.35 0.00 0.00 0.00 -66.97 13 3.73 0.35 0.00 0.00 0.00 -67.46 14 3.73 -9.35 0.00 0.00 0.00 -56.97 15 3.73 -9.35 0.00 0.00 0.00 -43.93 16 3.73 -9.35 0.00 0.00 0.00 -30.89 17 3.73 -9.35 0.00 0.00 0.00 -17.85 18 3.73 -18.65 0.00 0.00 0.00 6.45 19 3.73 -18.65 0.00 0.00 0.00 32.46 20 3.73 -18.65 0.00 0.00 0.00 58.47 6 3- 6 1 4.55 7.56 0.00 0.00 0.00 52.66 2 4.55. 7.01 0.00 0.00 0.00 42.50 3 4.55 6.45 0.00 0.00 0.00 33.12 4 4.55 5.90 0.00 0.00 0.00 24.50 5 4.55 5.35 0.00 0.00 0.00 16.66 6 4.55 4.80 0.00 0.00 0.00 9.58 7 4.55 4.24 0.00 0.00 0.00 3.28 8 4.55 3.69 0.00 0.00 0.00 -2.26 9 4.55 3.14 0.00 0.00 0.00 . -7.02 10 4.55 2.59 0.00 0.00 0.00 -11.01 11 4.55 2.03 0.00 0.00 0.00 -14.24 12 4.55 1.48 0.00 0.00 0.00 -16.69 13 4.55 0.93 0.00 0.00 0.00 -18.37 14 4.55 0.38 0.00 0.00 0.00 -19.29 15 4.55 -0.17 0.00 0.00 0.00 -19.43 16 4.55 -0.73 0.00 0.00 0.00 -18.80 17 4.55 -1.28 0.00 0.00 0.00 -17.40 18 4.55 -1.83 0.00 0.00 0.00 -15.23 19 4.55 -2.38 0.00 0.00 0.00 -12.29 20 4.55 -2.94 0.00 0.00 0.00 -8.58 L_6( of • RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 53 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 11 : D +L +0.2S +E (L) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 1 1 3.47 -4.75 0.00 18.78 -18.78 0.00 0.00 2 3.47 -4.75 0.00 16.89 -16.89 . 0.00 0.00 3 3.47 -4.75 0.00 15.01 -15.01 0.00 0.00 4 3.47 -4.75 0.00 13.13 -13.13 0.00 0.00 5 3.47 -4.75 0.00 11.24 -11.24 0.00 0.00 6 3.47 -4.75 0.00 9.36 -9.36 0.00 0.00 7 3.47 -4.75 0.00 7.48 -7.48 0.00 0.00 8 3.47 -4.75 0.00 5.60 -5.60 0.00 0.00 9 3.47 -4.75 0.00 3.71 -3.71 0.00 0.00 10 3.47 -4.75 0.00 1.83 -1.83 0.00 . 0.00 11 3.47 -4.75 0.00 -0.05 0.05 0.00 0.00 12 3.47 -4.75 0.00 -1.93 1.93 0.00 0.00 13 3.47 -4.75 0.00 -3.82 3.82 0.00 0.00 14 3.47 -4.75 0.00 -5.70 5.70 0.00 0.00 15 3.47 -4.75 0.00 -7.58 7.58 0.00 0.00 16 3.47 . -4.75 0.00 -9.47 9.47 0.00 0.00 17 3.47 -4.75 0.00, -11.35 11.35 0.00 0.00 18 3.47 -4.75 0.00 -13.23 13.23 0.00 0.00 19 3.47 -4.75 0.00 -15.11 15.11 0.00 0.00 20 3.47 -4.75 0.00 -17.00 17.00 0.00 0.00 2 1 0.73 -2.75 0.00 17.44 -17.44 0.00 0.00 2 0.73 -2.75 0.00 15.79 -15.79 0.00 0.00 3 0.73 -2.75 0.00 14.15 -14.15 0.00 0.00 4 0.73 -2.75 0.00 12.50 -12.50 0.00 0.00 5 0.73 -2.75 0.00 10.85 -10.85 0.00 0.00 6 0.73 -2.75 0.00 9.20 -9.20 0.00 0.00 7 0.73 -2.75 0.00 7.56 -7.56 0.00 0.00 8 0.73 -2.75 0.00 5.91 -5.91 0.00 0.00 9 0.73 -2.75 0.00 4.26 -4.26 0.00 0.00 10 0.73 -2.75 0.00 2.61 -2.61 0.00 0.00 11 0.73 -2.75 0.00 0.97 -0.97 0.00 0.00 12 0.73 -2.75 0.00 -0.68 0.68 0.00 0.00 13 0.73 -2.75 0.00 -2.33 2.33 0.00 0.00 14 0.73 -2.75 0.00 -3.97 3.97 0.00 0.00 15 0.73 -2.75 0.00 -5.62 5.62 0.00 0.00 16 0.73 -2.75 0.00 -7.27 7.27 0.00 0.00 17 0.73 -2.75 0.00 -8.92 8.92 0.00 0.00 18 0.73 -2.75 0.00 -10.56 10.56 0.00 0.00 19 0.73 -2.75 0.00 -12.21 12.21 0.00 0.00 20 0.73 -2.75 0.00 -13.86 13.86 0.00 0.00 3 1 2.49 0.55 0.00 7.15 -7.15 0.00 0.00 2 2.49 0.55 0.00 7.37 -7.37 0.00 0.00 3 2.49 0.55 0.00 7.59 -7.59 0.00 0.00 4 2.49 0.55 0.00 7.80 -7.80 0.00 0.00 L6, 2_ of J , ,; , . ^ RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 54 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 11 : D +L +0.2S +E (L) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 5 2.49 0.55 0.00 8.02 -8.02 0.00 0.00 6 2.49 0.55 0.00 8.24 -8.24 0.00 0.00 7 2.49 0.55 0.00 8.46 -8.46 0.00 0.00 8 2.49 0.55 0.00 8.68 -8.68 0.00 0.00 9 2.49 0.55 0.00 8.90 -8.90 0.00 0.00 10 2.49 0.55 0.00 9.12 -9.12 0.00 0.00 11 2.49 0.55 0.00 9.34 -9.34 0.00 0.00 12 2.49 0.55 0.00 9.56 -9.56 0.00 0.00 13 2.49 0.55 0.00 9.78 -9.78 0.00 0.00 14 2.49 0.55 0.00 10.00 -10.00 0.00 0.00 15 '2.49 0.55 0.00 10.22 -10.22 0.00 0.00 16 2.49 0.55 0.00 10.44 -10.44 0.00 0.00 17 2.49 0.55 0.00 10.66 -10.66 0.00 0.00 18 2.49 0.55 0.00 10.88 -10.88 '0.00 0.00 19 2.49 0.55 0.00 11.10 -11.10 0.00 0.00 20 2.49 0.55 0.00 11.32 -11.32 0.00 0.00 4 1 0.29 0.16 0.00 -4.07 4.07 0.00 0.00 2 0.29 0.16 0.00 -3.98 3.98 0.00 0.00 3 0.29 0.16 0.00 -3.88 3.88 0.00 0.00 4 0.29 0.16 0.00 -3.78 3.78 0.00 0.00 5 0.29 0.16 0.00 -3.69 3.69 0.00 0.00 6 0.29 0.16 0.00 -3.59 3.59 0.00 0.00 7 0.29 0.16 0.00 -3.50 3.50 0.00 0.00 8 0.29 0.16 0.00 -3.40 3.40 0.00 0.00 9 0.29 0.16 0.00 -3.31 3.31 0.00 0.00 10 0.29 0.16 0.00 -3.21 3.21 0.00 0.00 11 0.29 0.16 0.00 -3.12 3.12 0.00 0.00 12 0.29 0.16 0.00 -3.02 3.02 0.00 0.00 13 0.29 0.16 0.00 -2.93 2.93 0.00 0.00 14 0.29 0.16 0.00 -2.83 2.83 0.00 0.00 15 0.29 0.16 0.00 -2.74 2.74 0.00 0.00 16 0.29 0.16 0.00 -2.64 2.64 0.00 0.00 17 0.29 0.16 0.00 -2.54 2.54 0.00 0.00 18 0.29 0.16 0.00 -2.45 2.45 0.00 0.00 19 0.29 0.16 0.00 -2.35 2.35 0.00 0.00 20 0.29 0.16 0.00 -2.26 2.26 0.00 0.00 5 1 0.36 6.78 0.00 -34.44 34.44 0.00 0.00 2 0.36 6.78 0.00 -26.66 26.66 0.00 0.00 3 0.36. 6.78 0.00 . -18.87 18.87 0.00 0.00 4 0.36 6.78 0.00 -11.09 11.09 0.00 0.00 5 0.36 6.78 0.00 -3.31 3.31 0.00 0.00 6 0.36 6.78 0.00 4.47 -4.47 0.00 0.00 7 0.36 3.09 0.00 8.09 -8.09 0.00 0.00 8 0.36 3.09 0.00 11.63 -11.63 0.00 0.00 Z- 3 RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 55 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 11 : D +L +0.2S +E (L) > - Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi - -- " 9 0.36 3.09 0.00 15.18 -15.18 0.00 0.00 10 0.36 0.11 0.00 17.37 -17.37 0.00 0.00 11 0.36 0.11 0.00 17.49 -17.49 0.00 0.00 12 0.36 0.11 0.00 17.62 -17.62 0.00 0.00 13 0.36 0.11 0.00 17.75 -17.75 0.00 0.00 14 0.36 -2.99 0.00 14.99 -14.99 0.00 0.00 15 0.36 -2.99 0.00 11.56 -11.56 0.00 0.00 16 0.36 -2.99 0.00 8.13 -8.13 0.00 0.00 17 0.36 -2.99 0.00 4.70 -4.70 0.00 0.00 18 0.36 -5.97 0.00 -1.70 1.70 0.00 0.00 19 0.36 -5.97 0.00 -8.54 8.54 0.00 0.00 20 0.36 -5.97 0.00 -15.39 15.39 0.00 0.00 6 1 0.44 2.42 0.00 -13.86 13.86 0.00 0.00 2 0.44 2.24 0.00 -11.19 11.19 0.00 0.00 3 0.44 2.07 0.00 -8.72 8.72 0.00 0.00 4 0.44 1.89 0.00 -6.45 6.45 0.00 0.00 5 0.44 1.71 0.00 -4.38 4.38 0.00 0.00 6 0.44 1.53 0.00 -2.52 2.52 0.00 0.00 7 0.44 1.36 0.00 -0.86 0.86 0.00 0.00 8 0.44 1.18 0.00 0.59 -0.59 0.00 0.00 9 0.44 1.00 0.00 1.85 -1.85 0.00 0.00 10 0.44 0.83 0.00 2.90 -2.90 0.00 0.00 11 0.44 0.65 0.00 3.75 -3.75 0.00 0.00 12 0.44 0.47 0.00 4.39 -4.39 0.00 0.00 13 0.44 0.30 0.00 4.83 -4.83 0.00 0.00 14 0.44 0.12 0.00 5.08 -5.08 0.00 0.00 15 0.44 -0.06 0.00 5.11 -5.11 0.00 0.00 16 0.44 -0.23 0.00 4.95 -4.95 0.00 0.00 17 0.44 -0.41 0.00 4.58 -4.58 0.00 0.00 18 0.44 -0.59 0.00 4.01 -4.01 0.00 0.00 19 0.44 -0.76 0.00 3.23 -3.23 0.00 0.00 20 0.44 -0.94 0.00 2.26 -2.26 0.00 0.00 < Member Deflections, LC 11 : D +L +0.2S +E (L) > - Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 1 1 0.000 0.000 0.000 0.00000 NC NC 2 -0.001 0.004 0.000 0.00000 NC NC 3 -0.001 0.011 0.000 0.00000 9643.8 NC 4 -0.002 0.021 0.000 0.00000 5128.8 NC 5 -0.003 0.034 0.000 0.00000 3243.3 NC 6 -0.003 0.048 0.000 0.00000 2269.7 NC 7 -0.004 0.065 0.000 0.00000 1699.0 NC L 64 of RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 56 / Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 11 : D +L +0.2S +E (L) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 8 -0.005 0.082 0.000 0.00000 1334.8 NC 9 -0.006 0.101 0.000 0.00000 1088.0 NC 10 -0.006 0.120 0.000 0.00000 912.9 NC 11 -0.007 0.140 0.000 0.00000 784.5 NC 12 -0.008 0.160 0.000 0.00000 687.8 NC 13 -0.008 0.179 0.000 0.00000 613.6 NC 14 -0.009 0.198 0.000 0.00000 555.7 NC 15 -0.010 0.216 0.000 0.00000 510.4 NC 16 -0.010 0.232 0.000 0.00000 474.7 NC 17 -0.011 0.246 0.000 0.00000 446.8 NC 18 -0.012 0.259 0.000 0.00000 425.5 NC 19 -0.012 0.268 0.000 0.00000 409.8 NC 20 -0.013 0.276 0.000 0.00000 399.3 NC 2 1 -0.013 0.276 0.000 0.00000 NC NC 2 -0.013 0.286 0.000 0.00000 NC NC 3 -0.014 0.303 0.000 0.00000 6033.8 NC 4 -0.014 0.326 0.000 0.00000 3283.9 NC 5 -0.014 0.354 0.000 0.00000 2105.2 NC 6 -0.014 0.387 0.000 0.00000 1485.8 NC 7 -0.014 0.424 0.000 0.00000 1118.1 NC 8 -0.015 0.464 0.000 0.00000 881.1 NC 9 -0.015 0.506 0.000 0.00000 719.2 NC 10 -0.015 0.551 0.000 0.00000 603.6 NC 11 -0.015 0.596 0.000 0.00000 518.2 NC 12 -0.016 0.642 0.000 0.00000 453.5 NC 13 -0.016 0.687 0.000 0.00000 403.4 NC 14 -0.016 0.731 0.000 0.00000 364.1 NC 15 -0.016 0.774 0.000 0.00000 332.8 NC 16 -0.016 0.815 0.000 0.00000 307.9 NC 17 -0.017 0.852 0.000 0.00000 287.9 NC 18 -0.017 0.886 0.000 0.00000 272.1 NC 19 -0.017 0.915 0.000 0.00000 259.7 NC 20 -0.017 0.939 0.000 0.00000 250.3 NC 3 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 0.000 0.000 0.00000 NC NC 3 -0.001 0.002 0.000 0.00000 NC NC 4 -0.001 0.005 0.000 0.00000 NC NC 5 -0.002 0.010 0.000 0.00000 NC NC 6 -0.002 0.016 0.000 0.00000 6905.4 NC 7 -0.003 0.024 0.000 0.00000 4675.5 NC 8 -0.003 0.033 0.000 0.00000 3365.1 NC 9 -0.004 0.043 0.000 0.00000 2531.2 NC 10 -0.004 0.056 0.000 0.00000 1968.8 NC 11 -0.005 0.070 0.000 0.00000 1572.1 NC 1 :'� . . RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 57 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 11 : D +L +0.2S +E (L) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 12 -0.005 0.086 0.000 0.00000 1282.0 NC 13 -0.006 0.103 0.000 0.00000 1063.9 NC 14 -0.006 - 0.123 0.000 0.00000 895.8 NC 15 -0.007 0.144 0.000 0.00000 763.6 NC 16 -0.007 0.167 0.000 0.00000 657.9 NC 17 -0.008 0.192 0.000 0.00000 572.1 NC 18 -0.008 0.219 0.000 0.00000 501.6 NC 19 -0.009 0.248 0.000 0.00000 442.9 NC 20 -0.009 0.279 0.000 0.00000 393.6 NC 4 1 -0.009 0.279 0.000 0.00000 NC NC 2 -0.010 0.327 0.000 0.00000 NC NC 3 -0.010 0.374 0.000 0.00000 6813.6 NC 4 -0.010 0.418 0.000 0.00000 4871.8 NC 5 -0.010 0.462 0.000 0.00000 3934.6 NC 6 -0.010 0.503 0.000 0.00000 3404.9 NC 7 -0.010 0.543 0.000 0.00000 3085.4 NC 8 -0.010 0.582 0.000 0.00000 2893.0 NC 9 -0.010 0.619 0.000 0.00000 2788.9 NC 10 -0.010 0.654 0.000 0.00000 2754.2 NC 11 -0.010 0.689 0.000 0.00000 2782.0 NC 12 -0.010 0.722 0.000 0.00000 2874.2 NC 13 -0.010 0.754 0.000 0.00000 3042.1 NC 14 -0.011 0.784 0.000 0.00000 3310.3 NC 15 -0.011 0.813 0.000 0.00000 3727.4 NC 16 -0.011 0.842 0.000 0.00000 4394.9 NC 17 -0.011 0.869 0.000 0.00000 5552.6 NC 18 -0.011 0.895 0.000 0.00000 7924.2 NC 19 -0.011 0.920 0.000 0.00000 NC NC 20 -0.011 0.944 0.000 0.00000 NC NC 5 1 -0.276 -0.013 0.000 0.00000 NC NC 2 -0.276 -0.030 0.000 0.00000 NC NC 3 -0.276 -0.088 0.000 0.00000 4210.6 NC 4 -0.276 -0.176 0.000 0.00000 1950.3 NC 5 -0.276 -0.280 0.000 0.00000 1187.8 NC 6 -0.277 -0.390 0.000 0.00000 842.4 NC 7 -0.277 -0.493 0.000 0.00000 660.5 NC 8 -0.277 -0.585 0.000 0.00000 555.1 NC 9 -0.277 -0.658 0.000 0.00000 492.1 NC 10 -0.277 -0.708 0.000 0.00000 456.7 NC 11 -0.278 -0.731 0.000 0.00000 441.9 NC 12 -0.278 -0.727 0.000 0.00000 444.1 NC 13 -0.278 -0.696 0.000 0.00000 464.2 NC 14 -0.278 -0.638 0.000 0.00000 507.0 NC 15 -0.278 _ -0.557 0.000 0.00000 582.2 NC ti ., • • ' RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : . 9320 S.W. Barbur Boulevard, #175 Page: 58 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 11 : D +L +0.2S +E (L) > - Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 16 -0.279 -0.458 0.000 0.00000 710.8 NC 17 -0.279 -0.346 0.000 0.00000 946.6 NC 18 -0.279 -0.228 0.000 0.00000 1460.1 NC 19 - -0.279 -0.112 0.000 0.00000 3108.5 NC 20 -0.279 -0.009 0.000 0.00000 NC NC 6 1 -0.939 -0.017 0.000 0.00000 - NC NC 2 -0.939 0.008 0.000 0.00000 NC NC 3 • -0.939 0.016 0.000 0.00000 9701.4 NC 4 -0.940 0.011 0.000 0.00000 NC NC 5 -0.940 -0.005 0.000 0.00000 NC NC 6 -0.940 -0.027 0.000 0.00000 NC NC 7 -0.940 -0.053 0.000 0.00000 8418.6 NC 8 -0.941 -0.081 0.000 0.00000 4846.7 NC 9 -0.941 -0.107 0.000 0.00000 3435.7 NC 10 -0.941 -0.131 0.000 0.00000 2725.5 NC 11 -0.941 -0.150 0.000 0.00000 2332.4 NC 12 -0.942 -0.164 0.000 0.00000 2116.6 NC 13 -0.942 -0.171 0.000 0.00000 2020.6 NC 14 -0.942 -0.170 0.000 0.00000 2024.6 NC 15 -0.942 -0.162 0.000 0.00000 2135.0 NC 16 -0.943 -0.145 0.000 0.00000 2392.0 NC 17 -0.943 -0.121 0.000 0.00000 2908.8 NC 18 -0.943 -0.090 0.000 0.00000 4043.1 NC 19 -0.943 -0.053 0.000 0.00000 7605.4 NC 20 -0.944 -0.011 0.000 0.00000 NC NC < Member AISC Unity Checks, LC 11 : D +L +0.2S +E (L) > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi - -- Ksi -- -Ksi 1 1 2 0.560 1 0.178 ly 27.58 49.99 39.68 1.00 0.60 0.24 H1 -2 2 2 3 0.682 1 0.103 ly 17.18 49.99 26.30 1.00 0.60 0.28 H1 -2 3 4 5 0.348 20 0.021 ly 27.58 49.99 39.68 1.00 0.60 0.85 H1 -2 4 5 6 0.162 1 0.006 ly 17.18 49.99 26.30 1.00 0.60 0.82 H1 -2 5 2 5 0.870 1 0.254 ly 4.68 49.99 39.99 1.00 0.60 0.85 1-11 -2 6 3 6 0.364 1 0.091 ly 4.68 49.99 43.99 1.00 0.60 0.85 H1 -1 1-67 of 4 • < Joint Displacements, L LC 12 . 0. +E._. (R) > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 1 0.000 0.000 0.000 0.00000 0.00000 0.00000 2 0.269 -0.005 0.000 0.00000 0.00000 - 0.00417 3 0.916 -0.006 0.000 0.00000 0.00000 - 0.00285 LOAD 6ASE CAD 4- C1 z._6. or-- . v ; RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 59 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Joint Displacements, LC 12 : 0.9D +E (R) > Joint + Translation + + Rotation + No. X Y Z X Rotate Y Rotate Z Rotate in in in rad rad rad 4 0.000 0.000 0.000 0.00000 0.00000 0.00000 5 0.267 -0.008 0.000 0.00000 0.00000 - 0.00162 6 0.913 -0.012 0.000 0.00000 0.00000 - 0.00195 < Reactions, LC 12 : 0.9D +E (R) > Joint + Forces + + Moments + No. X Y Z Mx My Mz K K K K -ft K -ft _K ft 1 -2.36 12.32 0.00 0.00 0.00 36.97 4 -10.74 22.56 0.00 0.00 0.00 59.38 Totals: -13.10 34.88 0.00 Center of Gravity Coords (X,Y,Z) (ft) : 13.321, 12.383, 0.000 < Member Section Forces, LC 12 : 0.9D +E (R) > Member Joints Shear Shear Moment Moment I - J Sec Axial y -y z -z Torque y -y z -z • K K K K -ft K -ft , K -ft - -- 1 1- 2 1 12.32 2.36 0.00 0.00 0.00 36.97 2 12.32 2.36 0.00 0.00 0.00 35.83 3 12.32 2.36 0.00 0.00 0.00 34.69 4 12.32 2.36 0.00 0.00 0.00 33.55 5 12.32 2.36 0.00 0.00 0.00 32.41 6 12.32 2.36 0.00 0.00 0.00 31.27 7 12.32 2.36 0.00 0.00 0.00 30.13 8 12.32 2.36 0.00 0.00 0.00 28.99 9 12.32 2.36 0.00 0.00 0.00 27.85 10 12.32 2.36 0.00 0.00 0.00 26.71 11 12.32 2.36 0.00 0.00 0.00 25.57 12 12.32 2.36 0.00 0.00 0.00 24.43 13 12.32 2.36 0.00 0.00 0.00 23.29 14 12.32 2.36 0.00 0.00 0.00 22.15 15 12.32 2.36 0.00 0.00 0.00 21.01 16 12.32 2.36 0.00 0.00 0.00 19.87 17 12.32 2.36 0.00 0.00 0.00 18.73 18 12.32 2.36 0.00 0.00 0.00 17.59 19 12.32 2.36 0.00 0.00 0.00 16.45 20 12.32 2.36 0.00 0.00 0.00 15.31 2 2- 3 1 1.78 1.25 0.00 0.00 0.00 3.15 2 1.78 1.25 0.00 0.00 0.00 2.24 3 1.78 1.25 0.00 0.00 0.00 1.33 4 1.78 1.25 0.00 0.00 0.00 0.42 5 1.78 1.25 0.00 0.00 0.00 -0.49 6 1.78 1.25 0.00 0.00 0.00 -1.40 7 1.78 1.25 0.00 0.00 0.00 -2.31 8 1.78 1.25 0.00 0.00 0.00 -3.22 L_ 69 aF • c al RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 60 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 12 : 0.9D +E (R) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 9 1.78 1.25 0.00 0.00 0.00 -4.13 10 1.78 1.25 0.00 0.00 0.00 -5.04 11 1.78 1.25 0.00 0.00 0.00 -5.95 12 1.78 1.25 0.00 0.00 0.00 -6.86 13 1.78 1.25 0.00 0.00 0.00 -7.77 14 1.78 1.25 0.00 0.00 0.00 -8.68 15 1.78 1.25 0.00 0.00 0.00 -9.59 16 1.78 1.25 0.00 0.00 0.00 -10.49 17 1.78 1.25 0.00 0.00 0.00 -11.40 18 1.78 1.25 0.00 0.00 0.00 -12.31 19 1.78 1.25 0.00 0.00 0.00 -13.22 20 1.78 1.25 0.00 0.00 0.00 -14.13 3 4- 5 1 22.56 10.74 0.00 0.00 0.00 59.38 2 22.56 10.74 0.00 0.00 0.00 54.20 3 22.56 10.74 0.00 0.00 0.00 49.02 4 22.56 10.74 0.00 0.00 0.00 43.84 5 22.56 10.74 0.00 0.00 0.00 38.66 6 22.56 10.74 0.00 0.00 0.00 33.48 7 22.56 10.74 0.00 0.00 0.00 28.30 8 22.56 10.74 0.00 0.00 0.00 23.12 9 22.56 10.74 0.00 0.00 0.00 17.94 10 22.56 10.74 0.00 0.00 0.00 12.76 11 22.56 10.74 0.00 0.00 0.00 7.58 12 22.56. 10.74 0.00 0.00 0.00 2.40 13 22.56 10.74 0.00 0.00 0.00 -2.78 14 22.56 10.74 0.00 0.00 0.00 -7.96 15 22.56 10.74 0.00 0.00 0.00 -13.14 16 22.56 10.74 0.00 0.00 0.00 -18.32 17 22.56 10.74 0.00 0.00 0.00 -23.50 18 22.56 10.74 0.00 0.00 0.00 -28.68 19 22.56 10.74 0.00 0.00 0.00 -33.86 20 22.56 10.74 0.00 0.00 0.00 -39.04 4 5- 6 1 6.33 6.85 0.00 0.00 0.00 48.73 2 6.33 6.85 0.00 0.00 0.00 43.74 3 6.33 6.85 0.00 0.00 0.00 38.75 4 6.33 6.85 0.00 0.00 0.00 33.77 5 6.33 6.85 0.00 0.00 0.00 28.78 6 6.33 6.85 0.00 0.00 0.00 23.79 7 6.33 6.85 0.00 0.00 0.00 18.80 8 6.33 6.85 0.00 0.00 0.00 13.82 9 6.33 6.85 0.00 0.00 0.00 8.83 10 6.33 6.85 0.00- 0.00 0.00 3.84 11 6.33 6.85 0.00 0.00 0.00 -1.15 12 6.33 6.85 0.00 0.00 0.00 -6.14 1-70 Of • • '� RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 61 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 12 : 0.9D +E (R) > Member Joints Shear Shear Moment Moment I- J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 13 6.33 6.85 0.00 0.00 0.00 -11.12 14 6.33 6.85 0.00 0.00 0.00 -16.11 15 6.33 6.85 0.00 0.00 0.00 -21.10 16 6.33 6.85 0.00 0.00 0.00 -26.09 17 6.33 6.85 0.00 0.00 0.00 -31.08 18 6.33 6.85 0.00 0.00 0.00 -36.06 19 6.33 6.85 0.00 0.00 0.00 -41.05 20 6.33 6.85 0.00 0.00 0.00 -46.04 5 2- 5 1 - 1.39 6.85 0.00 0.00 0.00 12.16 2 1.39 6.85 0.00 0.00 0.00 2.61 3 1.39 6.85 0.00 0.00 0.00 -6.95 4 1.39 6.85 0.00 0.00 0.00 -16.50 5 1.39 6.85 0.00 0.00 0.00 -26.05 6 1.39 6.85 0.00 0.00 0.00 -35.60 7 1.39 0.77 0.00 0.00 0.00 -36.84 8 1.39 0.77 0.00 0.00 0.00 -37.92 9 1.39 0.77 0.00 0.00 0.00 -39.00 10 1.39 -4.09 0.00 0.00 0.00 -37.40 11 1.39 -4.09 0.00 0.00 0.00 -31.70 12 1.39 -4.09 0.00 0.00 0.00 -26.00 13 1.39 -4.09 0.00 0.00 0.00 -20.30 14 1.39 -9.22 0.00 0.00 0.00 -8.80 15 1.39 -9.22 0.00 0.00 . 0.00 4.06 16 1.39 -9.22 0.00 0.00 0.00 16.91 17 1.39 -9.22 0.00 0.00 0.00 29.76. 18 1.39 -14.08 0.00 0.00 0.00 48.50 19 1.39 -14.08 0.00 0.00 0.00 68.13 20 1.39 -14.08 0.00 0.00 0.00 87.77 6 3- 6 1 2.80 1.78 0.00 0.00 0.00 -14.13 2 2.80 1.36 0.00 0.00 0.00 -16.32 3 2.80 0.93 0.00 0.00 0.00 -17.92 4 2.80 0.50 0.00 0.00 0.00 -18.92 5 2.80 0.08 0.00 0.00 0.00 -19.32 6 2.80 -0.35 0.00 0.00 0.00 -19.13 7 2.80 -0.78 0.00 0.00 0.00 -18.35 8 2.80 -1.20 0.00 0.00 0.00 -16.96 9 2.80 -1.63 0.00 0.00 0.00 -14.99 . 10 2.80 -2.06 0.00 0.00 0.00 -12.42 11 2.80 -2.48 0.00 0.00 0.00 -9.25 12 2.80 -2.91 0.00 0.00 0.00 -5.49 13 2.80 -3.34 0.00 0.00 0.00 -1.13 14 2.80 -3.76 0.00 0.00 0.00 3.82 15 2.80 -4.19 0.00 0.00 0.00 9.37 16 2.80 -4.62 0.00 0.00 0.00 15.51 L 7( of .• RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 62 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Section Forces, LC 12 : 0.9D +E (R) > - Member Joints Shear Shear Moment Moment I - J Sec Axial y -y z -z Torque y -y z -z K K K K -ft K -ft K -ft - -- 17 2.80 -5.04 0.00 0.00 0.00 22.25 18 2.80 -5.47 0.00 0.00 0.00 29.59 19 2.80 -5.90 0.00 0.00 0.00 37.51 20 2.80 -6.33 0.00 0.00 0.00 46.04 < Member Stresses, LC 12 : 0.9D +E (R) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 1 1 1.20 0.76 0.00 -9.73 9.73 0.00 0.00 2 1.20 0.76 0.00 -9.43 9.43 0.00 0.00 3 1.20 0.76 0.00 -9.13 9.13 0.00 0.00 4 1.20 0.76 0.00 -8.83 8.83 0.00 0.00 5 1.20 0.76 0.00' -8.53 8.53 0.00 0.00 6 1.20 0.76 0.00 -8.23 8.23 0.00 0.00 7 1.20 0.76 0.00 -7.93 7.93 0.00 0.00 8 1.20 0.76 0.00 -7.63 7.63 0.00 0.00 9 1.20 0.76 0.00 -7.33 7.33 0.00 0.00 10 1.20 0.76 0.00 -7.03 7.03 0.00 0.00 11 1.20 0.76 0.00 -6.73 6.73 0.00 0.00 12 1.20 0.76 0.00 -6.43 6.43 0.00 0.00 13 1.20 0.76 0.00 -6.13 6.13 0.00 0.00 14 1.20 0.76 0.00 -5.83 5.83 0.00 0.00 15 1.20 0.76 0.00 -5.53 5.53 0.00 0.00 16 1.20 0.76 0.00 -5.23 5.23 0.00 0.00 17 1.20 0.76 0.00 -4.93 4.93 0.00 0.00 18 1.20 0.76 0.00 -4.63 4.63 0.00 0.00 19 1.20 0.76 0.00 -4.33 4.33 0.00 0.00 20 1.20 0.76 0.00 -4.03 4.03 0.00 0.00 2 1 0.17 0.40 0.00 -0.83 0.83 0.00 0.00 2 0.17 0.40 0.00 -0.59 0.59 0.00 0.00 3 0.17 0.40 0.00 -0.35 0.35 0.00 0.00 4 0.17 0.40 0.00 -0.11 0.11 0.00 0.00 5 0.17 0.40 0.00 0.13 -0.13 0.00 0.00 6 0.17 0.40 0.00 0.37 -0.37 0.00 0.00 7 0.17 0.40 0.00 0.61 -0.61 0.00 0.00 8 0.17 0.40 0.00 0.85 -0.85 0.00 0.00 9 0.17 0.40 0.00 1.09 -1.09 0.00 0.00 10 0.17 0.40 0.00 1.33 -1.33 0.00 0.00 11 0.17 0.40 0.00 1.57 -1.57 0.00 0.00 12 0.17 0.40 0.00 1.80 -1.80 0.00 0.00 13 0.17 0.40 0.00 2.04 -2.04 0.00 0.00 14 0.17 0.40 0.00 2.28 -2.28 0.00 0.00 15 0.17 0.40 0.00 2.52 -2.52 0.00 ' 0.00 L72 0 F • + RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : . 9320 S.W. Barbur Boulevard, #175 Page: 64 Portland, OR 97219 Date :.10 /19/04 File: MOMFRM < Member Stresses, LC 12 : 0.9D +E (R) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 20 0.61 2.19 0.00 12.12 -12.12 0.00 0.00 5 1 0.13 2.19 0.00 -3.20 3.20 0.00 0.00 2 0.13 2.19 0.00 -0.69 0.69 0.00 0.00 3 0.13 2.19 0.00 1.83 -1.83 0.00 0.00 4 0.13 2.19 0.00 4.34 -4.34 0.00 0.00 5 0.13 2.19 0.00 6.86 -6.86 0.00 0.00 6 0.13 2.19 0.00 9.37 -9.37 0.00 0.00 7 0.13 0.25 0.00 9.70 -9.70 0.00 0.00 8 0.13 0.25 0.00 9.98 -9.98 0.00 0.00 9 0.13 0.25 0.00 10.26 -10.26 0.00 0.00 10 0.13 -1.31 0.00 9.84 -9.84' 0.00 0.00 11 0.13 -1.31 0.00 8.34 -8.34 0.00 0.00 12 0.13 -1.31 0.00 6.84 -6.84 0.00 - 0.00 13 0.13 -1.31 0.00 5.34 -5.34 0.00 0.00 14 0.13 -2.95 0.00 2.31 -2.31 0.00 0.00 15 0.13 -2.95 0.00 -1.07 1.07 0.00 0.00 16 0.13 -2.95 0.00 -4.45 4.45 0.00 0.00 17 0.13 -2.95 0.00 -7.83 7.83 0.00 0.00 18 0.13 -4.50 0.00 -12.76 12.76 0.00 0.00 19 0.13 -4.50 0.00 -17.93 17.93 0.00 0.00 20 0.13 -4.50 0.00 -23.10 23.10 0.00 0.00 6 1 0.27 0.'57 0.00 3.72 -3.72 0.00 0.00 2 0.27 0.43 0.00 4.30 -4.30 0.00 0.00 3 0.27 0.30 0.00 4.72 -4.7,2 0.00 0.00 4 0.27 0.16 0.00 4.98 -4.98 0.00 0.00 5 0.27 0.02 0.00 5.08 -5.08 0.00 0.00 6 0.27 -0.11 0.00 5.03 -5.03 0.00 0.00 7 0.27 -0.25 0.00 4.83 -4.83 0.00 0.00 8 0.27 -0.39 0.00 4.46 -4.46 0.00 0.00 9 0.27 -0.52 0.00 3.94 -3.94 0.00 0.00 10 0.27 -0.66 0.00 3.27 -3.27 0.00 0.00 11 0.27 -0.79 0.00 2.43 -2.43 0.00 0.00 12 0.27 -0.93 0.00 1.44 -1.44 0.00 0.00 13 0.27 -1.07 0.00 0.30 -0.30 0.00 0.00 14 0.27 -1.20 0.00 -1.01 1.01 0.00 0.00 15 0.27 -1.34 0.00 -2.47 2.47 0.00 0.00 16 0.27 -1.48 0.00 -4.08 4.08 0.00 0.00 17 0.27 -1.61 0.00 -5.86 5.86 0.00 0.00 18 0.27 -1.75 0.00 -7.79 7.79 0.00 0.00 19 0.27 -1.89 0.00 -9.87 9.87 0.00 0.00 20 0.27 -2.02 0.00 -12.12 12.12 0.00 0.00 L7 3 of • • • RISA -3D (R) Version 3.01 Afghan Associates, Inc. . Job : 9320 S.W. Barbur Boulevard, #175 Page: 63 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Stresses, LC 12 : 0.9D +E (R) > Member Shear Shear + Bending + Sec Axial y -y z -z y -top y -bot z -top z -bot Ksi Ksi Ksi Ksi Ksi Ksi Ksi-- - 16 0.17 0.40 0.00 2.76 -2.76 0.00 0.00 17 0.17 0.40 0.00 3.00 -3.00 0.00 0.00 18 0.17 0.40 0.00 3.24 -3.24 0.00 0.00 19 0.17 0.40 0.00 3.48 -3.48 0.00 0.00 20 0.17 0.40 0.00 3.72 -3.72 0.00 0.00 3 1 2.19 3.44 0.00 -15.63 15.63 0.00 0.00 2 2.19 3.44 0.00 -14.26 14.26 0.00 0.00 3 2.19 3.44 0.00 -12.90 12.90 0.00 0..00 4 2.19 3.44 0.00 -11.54 11.54 0.00 0.00 5 2.19 3.44 0.00 -10.17 10.17 0.00 0.00 6 2.19 3.44 0.00 -8.81 8.81 0.00 0.00 7 2.19 3.44 0.00 -7.45 7.45 0.00 0.00 8 2.19 3.44 0.00 -6.08 6.08 0.00 0.00 9 2.19 3.44 0.00 -4.72 4.72 0.00 0.00 10 2.19 3.44 0.00 -3.36 3.36 0.00 0.00 11 2.19 3.44 0.00 -2.00 2.00 0.00 0.00 12 2.19 3.44 0.00 -0.63 0.63 0.00 0.00 13 2.19 3.44 0.00 0.73 -0.73 0.00 0.00 14 2.19 3.44 0.00 2.09 -2.09 0.00 0.00 15 2.19 3.44 0.00 3.46 -3.46 0.00 0.00 16 2.19 3.44 0.00 4.82 -4.82 0.00 0.00 17 2.19 3.44 0.00 6.18 -6.18 0.00 0.00 18 2.19 3.44 0.00 7.55 -7.55 0.00 0.00 19 2.19 3.44 0.00 8.91 -8.91 0.00 0.00 20 2.19 3.44 0.00 10.27 -10.27 0.00 0.00 4 1 0.61 2.19 0.00 -12.82 12.82 0.00 0.00 2 0.61 2.19 0.00 -11.51 11.51 0.00 0.00 3 0.61 2.19 0.00 -10.20 10.20 0.00 0.00 4 0.61 2.19 0.00 -8.89 8.89 0.00 0.00 5 0.61 2.19 0.00 -7.57 7.57 0.00 0.00 6 0.61 2.19 0.00 -6.26 6.26 0.00 0.00 7 0.61 2.19 0.00 -4.95 4.95 0.00 0.00 8 0.61 2.19 0.00 -3.64 3.64 0.00 0.00 9 0.61 2.19 0.00 -2.32 2.32 0.00 0.00 10 0.61 2.19 0.00 -1.01 1.01 0.00 0.00 11 0.61 2.19 0.00 0.30 -0.30 0.00 0.00 12 0.61 2.19 0.00 1.61 -1.61 0.00 0.00 13 0.61 2.19 0.00 2.93 -2.93 0.00 0.00 14 0.61 2.19 0.00 4.24 -4.24 0.00 0.00 15 0.61 2.19 0.00 5.55 -5.55 0.00 0.00 16 0.61 2.19 0.00 6.87 -6.87 0.00 0.00 17 0.61 2.19 0.00 8.18 -8.18 0.00 0.00 18 0.61 2.19 0.00 9.49 -9.49 0.00 0.00 19 0.61 2.19 0.00 10.80 -10.80 0.00 0.00 L74 of RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 65 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 12 : 0.9D +E (R) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 1 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.001 0.000 0.00000 NC NC 3 0.000 - 0.004 0.000 0.00000 NC NC 4 -0.001 -0.009 0.000 0.00000 NC NC 5 -0.001 -0.015 0.000 0.00000 7155.0 NC 6 -0.001 -0.023 0.000 0.00000 4721.1 NC 7 -0.001 -0.033 0.000 0.00000 3359.0 NC 8 -0.002 -0.044 0.000 0.00000 2519.4 NC 9 -0.002 -0.056 0.000 0.00000 1964.8 NC 10 -0.002 -0.070 0.000 0.00000 1578.9 NC 11 -0.002 -0.085 0.000 0.00000 1299.5 NC 12 -0.003 -0.101 0.000 0.00000 1090.5 NC 13 -0.003 -0.118 0.000 0.00000 930.0 NC 14 -0.003 -0.137 0.000 0.00000 803.9 NC 15 -0.003 -0.156 0.000 0.00000 703.1 NC 16 -0.004 -0.177 0.000 0.00000 621.1 NC 17 -0.004 -0.199 0.000 0.00000 553.5 NC 18 -0.004 -0.221 0.000 0.00000 497.2 NC 19 -0.004 -0.245 0.000 0.00000 • 449.7 NC 20 -0.005 -0.269 0.000 0.00000 409.2 NC 2 1 -0.005 -0.269 0.000 0.00000 NC NC 2 -0.005 -0.306 0.000 0.00000 NC NC 3 - 0.005 -0.343 0.000 0.00000 NC NC 4 -0.005 -0.380 0.000 0.00000 NC NC 5 -0.005 -0.418 0.000 0.00000 NC NC 6 -0.005 -0.455 0.000 0.00000 NC NC 7 -0.005 -0.492 0.000 0.00000 8665.6 NC 8 -0.005 -0.529 0.000 0.00000 7531.5 NC 9 -0.005 -0.566 0.000 0.00000 6756.7 NC 10 -0.005 -0.602 0.000 0.00000 6231.6 NC 11 -0.005 -0.637 0.000 0.00000 5897.0 NC 12 -0.005 -0.672 0.000 0.00000 5723.6 NC 13 -0.005 -0.706 0.000 0.00000 5705.4 NC 14 -0.005 -0.740 .0.000 0.00000 5860.1 NC 15 -0.005 -0.772 0.000 0.00000 6241.2 NC 16 - '0.005 -0.803 0.000 0.00000 6973.1 NC 17 -0.005 -0.833 0.000 0.00000 8362.4 NC 18 -0.005 -0.862 0.000 0.00000 NC NC 19 -0.005 -0.890 0.000 0.00000 NC NC 20 -0.006 -0.916 0.000 0.00000 NC NC 3 1 0.000 0.000 0.000 0.00000 NC NC 2 0.000 -0.003 0.000 0.00000 NC NC 3 -0.001 -0.009 0.000 0.00000 NC NC 4 -0.001 -0.017 0.000 0.00000 6387.9 NC L 75 0 F • J,,. RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 66 Portland, OR 97219 Date: 10/19/04 File: MOMFRM < Member Deflections, LC 12 : 0.9D +E (R) > Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 5 -0.002 -0.028 0.000 0.00000 3990.8 NC 6 -0.002 -0.040 0.000 0.00000 2764.6 NC 7 -0.003 =0.054 0.000 0.00000 2050.6 NC 8 -0.003 -0.069 0.000 0.00000 1597.1 NC 9 -0.003 -0.085 0.000 0.00000 1290.6 NC 10 -0.004 -0.102 0.000 0.00000 1073.6 NC 11 -0.004 -0.120 0.000 0.00000 914.3 NC 12 -0.005 -0.139 0.000 0.00000 794.0 NC 13 -0.005 -0.157 0.000 0.00000 701.2 NC 14 -0.006 -0.175 0.000 0.00000 628.3 NC 15 -0.006 -0.193 0.000 0.00000 570.3 NC 16 -0.007 -0.210 0.000 0.00000 523.6 NC 17 -0.007 -0.226 0.000 0.00000 486.0 NC 18 -0.007 -0.241 0.000 0.00000 455.5 NC 19 -0.008 -0.255 0.000 0.00000 431.0 NC 20 -0.008 -0.267 0.000 0.00000 411.5 NC 4 1 -0.008 -0.267 0.000 0.00000 NC NC 2 -0.008 -0.286 0.000 0.00000 8963.0 NC 3 -0.009 -0.309 0.000 0.00000 3962.9 NC 4 -0.009 -0.337 0.000 0.00000 2386.7 NC 5 -0.009 -0.368 0.000 0.00000 1644.3 NC 6 -0.009 -0.403 0.000 0.00000 1224.6 NC 7 -0.009 -0.440 0.000 0.00000 960.7 NC 8 -0.010 -0.479 0.000 0.00000 782.7 NC 9 -0.010 -0.520 0.000 0.00000 656.3 NC 10 -0.010 -0.562 0.000 0.00000 563.2 NC 11 -0.010 -0.604 0.000 0.00000 492.6 NC 12 -0.010 -0.646 0.00.0 0.00000 437.8 NC 13 -0.011 -0.688 0.000 0.00000 394.7 NC 14 -0.011 -0.728 0.000 0.00000 360.2 NC 15 -0.011 -0.767 0.000 0.00000 332.5 NC 16 -0.011 -0.803 0.000 0.00000 310.1 NC 17 -0.011 -0.836 0.000 0.00000 292.0 NC 18 -0.011 -0.866 0.000 0.00000 277.5 NC 19 -0.012 -0.891 0.000 0.00000 266.0 NC 20 -0.012 -0.913 0.000 0.00000 257.3 NC 5 1 0.269 -0.005 0.000 0.00000 NC NC 2 0.269 -0.075 0.000 0.00000 4531.2 NC 3 0.269 -0.146 0.000 0.00000 2248.6 NC 4 0.269 -0.215 0.000 0.00000 1515.5 NC 5 0.269 -0.277 0.000 0.00000 1171.1 NC 6 0.268 -0.328 0.000 0.00000 985.6 NC 7 0.268 -0.366 0.000 0.00000 883.8 NC 8 0.268 -0.388 0.000 0.00000 832.4 NC L.76 of V, #• RISA -3D (R) Version 3.01 Afghan Associates, Inc. Job : 9320 S.W. Barbur Boulevard, #175 Page: 67 Portland, OR 97219 Date: 10/19/04 ti File: MOMFRM < Member Deflections, LC 12 : 0.9D +E (R) > . Member + Translation + Defls as L/n Ratios Sec x y z x Rotate L/n (y) L/n (z) in in in rad 9 0.268 -0.395 0.000 0.00000 818.-0 NC 10 0.268 -0.386 0.000 0.00000 837.5 NC 11 0.268 -0.362 0.000 0.00000 894.5 NC 12 0.268 -0.325 0.000 0.00000 998.6 NC 13 0.268 -0.278 0.000 0.00000 1174.3 NC 14 0.268 -0.222 0.000 0.00000 1478.0 NC 15 0.268 -0.163 0.000 0.00000 2039.2 NC 16 0.268 -0.106 0.000 0.00000 3232.6 NC 17 0.268 -0.055 0.000 0.00000 6669.0 NC 18 0.267 -0.017 0.000 0.00000 NC NC 19 0.267 0.001 0.000 0.00000 NC NC 20 0.267 -0.008 0.000 0.00000 NC NC 6 1 0.916 -0.006 0.000 0.00000 NC NC 2 0.915 -0.049 0.000 0.00000 7350.2 NC 3 0.915 -0.086 0.000 0.00000 3979.5 NC 4 0.915 -0.116 0.000 0.00000 2909.7 NC 5 0.915 -0.138 0.000 0.00000 2427.6 NC 6 0.915 -0.152 0.000 0.00000 2195.2 NC 7 0.915 -0.158 0.000 0.00000 2106.4 NC 8 0.914 - 0.157 0.000 0.00000 2125.2 NC 9 0.914 -0.150 0.000 0.00000 2248.7 NC 10 0.914 -0.136 0.000 0.00000 2501.4 NC 11 0.914 -0.117 0.000 0.00000 2949.7 - NC 12 0.914 -0.094 0.000 0.00000 3752.5 NC 13 0.914 -0.069 0.000 0.00000 5347.2 NC 14 0.913 -0.044 0.000 0.00000 9420.1 NC 15 0.913 -0.020 0.000 0.00000 NC NC 16 0.913. 0.000 0.000. 0.00000 NC NC 17 0.913 0.014 0.000 0.00000 NC NC 18 0.913 0.018 0.000 0.00000 NC NC 19 0.913 0.011 0.000 0.00000 NC NC 20 0.913 -0.012 0.000 0.00000 NC NC < Member AISC Unity Checks, LC 12 : 0.9D +E (R) > Member Joints Unity Shear Fb Fb Cm Cm ASD I - J Chk Loc Chk Loc Fa yy zz Cb yy zz Eqn Ksi -- -Ksi -- -Ksi - 1 1 2 0.275 1 0.028 ly 27.58 49.99 39.68 1.00 0.60 0.77 H1 -2 2 2 3 0.146 20 0.015 ly 17.18 49.99 26.30 1.00 0.60 0.51 H1 -2 3 4 5 0.449 1 0.129 ly 27.58 49.99 39.68 1.00 0.60 0.34 H1 -2 4 5 6 0.503 1 0.082 ly 17.18 49.99 26.30 1.00 0.60 0.22 H1 -2 5 2 5 0.581 20 0.169 18y 4.68 49.99 39.99 1.00 0.60 0.85 H1 -2 6 3 6 0.293 20 0.076 20y 4.68 49.99 43.99 1.00 0.60 0.85 H1 -1 L77o " • . V • • J • u se. W I Zoc Lo 5 n- 6)..-1-1 S Ld M 4►P 5 BCE M riAx = zo.47 l!- Z P_ (1)- rLts)ol-c ' 7 1.s� k- ►� L Cp tL+ S�'�lSr - 1�L� 10.7 (•` D. - te.) wew - ( ?14 ) \ 167/?... 7f4 kJ I 7. •=4- /. Vo g 22 ".r. 4'. a I Z E. _5`/ 6 W �2� b Z 4r ft. L - ) _ ` zo N � p b.. • A.B 71.&) 12 -/O(v) .= 53,7 `i / le - s7) S, z - 7. S - rr7 A - 36 66L-Ts L'SE As- �n LTS AFGHAN ASSOCIATES, INC. , M/ l pf/ /31r)67 Z BY M €4 DATE Dcr 2,4e4- CONSULTING ENGINEERS JOB NO nQ ¢ R 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620-5539 SHEET L OF • J � ` I V • • N i • �� l UN.) (1'6.'1) 7 4) (z.) (2 ) (4 (6)(4: r. / • 3 3 • /. 3,56 --�, 115 1 115 1 `, 2.rC* -j � S� �rz-- p, F M 12>t +Srtow 6�! So, IL, D +L i30,17„. M= � D-�Lt • Z 5 0.40,4 M ® 4 (0.0 cl -7. " X14 = C 07.7.7 . (/301z—.e.7./1 1•q- z. 237 vsi r Lr6x12jci 1e-5 l T'U"' 3?•ADZ /(.gs)0•9o) = 5 ��- — (. 3? , — _ • (, 2 E > U5 5,/, f D o d6 Lr-n _ . ( S AFGHAN ASSOCIATES, INC. CREEMftAI D /F /CC BLDG 2 BY ifie4 DATE OCT 2,004- CONSULTING ENGINEERS 2 . 6960 S.W. YARNS ST., SUITE 200 JOB NO � o f ✓Q TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET L w`� OF • d • • • •: + 4 • N n/ (1i 7Y f _ X 4X (14 (.En 2 T r° F }?� ti amp a} c-�� Lu P-< S ( A/ — S) ./° F _ •s cam.. wf - ( S) (•3�) wp _ • ib kir (M( ) 3 Gu (t - ( Aic) S f' p k = ( J (• l d) _ 6-93 (r1 t ,i) /3. % (P-4,") 4 c cdZ 3 At 1 ( , ,g) 6.1 k ( / &'/.8) C 1 _ I r Gr f4fait. Asad .s = /s. air- 7z AFGHAN ASSOCIATES, INC. FRE/10- ,\E &Pic /C.C. L.DC^7 a BY BYM.ii. DATE OGT ZOO 4 CONSULTING ENGINEERS JOB NO AO 4 I �y 6960 S.W. YARNS ST., SUITE 200 p TIGARD, OREGON 97223 �Q OF (503) 820 -3030 FAX 620 -5539 SHEET • • // r 1'5E. A349 af.-4 0 -, c r-r /o -f o c. ? G y c,J c„ s /J C / 0 l°re ,.q C A' 7 - (.JE 5143 F ✓7._ • 2 g 3 Use s its rZ-. rz — 251-,) G 1 o P°„-► ,e 7 = !r 5 7 V/ �.l. - L ,a-(() dam.. F40a0- 11 (18.68 ( sue) 117 7 T _ 1/7/ 2 = I �- taat-Ts ( c9 C., Z4 l /• 33 r 37..3 'Vol,- z 115 rr s (36 e 32 /•1 L401-- pu. 7& 7 � - � AFGHAN ASSOCIATES, INC. F/zEE MA-&I D PFIGE 0 L1)6, BY MM. DATE 4L7 24flek CONSULTING ENGINEERS JOB NO r5 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 / g2 - OF 620 -303D, FAX 620 -5539 SHEET L ?f OF • • • V • FT = . o LS 12 -Al I . 1 3. s— r ( 9 _ - 5 ) ( ) a `" A 12x«{0 7 ( V . z -G09 3.5" ° k- t Z x .� > -_=� = 1.5S . 1,c r 7‘4.(ek 35 bc_ ZS � (4_ - t L 7z z69 ‘ 12 31. / (2.32 k._ D E� 5 9'.4 � 3G.97 • -- R7 rrc-, 8x 9.G k- .6, - - _ 3- 1a 41 (t_ TRr (x x z .r4. �P= 19.E `` Zl ,51)+ 2G.7 -e. i•3 1.13 o t 0 U sE 8 x c x 2 Fri \4/ e /2 ° c. , . 7 f f/ r, rq AFGHAN ASSOCIATES, INC. F25/ 131--1)67 Z BY DATE Dc r 20 CONSULTING ENGINEERS JOB NO 13f 6960 S.W. YARNS ST., SUITE 200 TIGARD, OREGON 97223 SHEET - g3 OF (503) 620 -3030, FAX 620 -5539 `� • • 1 _.+ 12 + l pc. _ (• 64 ") Cl) (4) (50 Tray P vt,s1((.4)(t.3) > w/ AFGHAN ASSOCIATES; INC. re.EfM »-XJ 0/1 k BLD , Z BY DATE DCT Z964 CONSULTING ENGINEERS (3�, 6960 S.W. VARNS ST., SUITE 200 JOB NO `T TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET LD T OF ti • 7j 16 11zi1GM Lon S C E _. w Vg. 3 I- ? @ coIJC. WALL VF: 0, 5ca_2 W px = a.s(•3 (,)Wpk = e,3coWp CMA-X) DION. L009-bs (�? R,DOF Fp = 54.5 (0.10 = q,gk Cfrum.) 19.61< ( M►fx) pop ; fp _ ao,1- (0.1$) 23,o k (m4x) !t 21 (54.5) _ �G koof) 11,5E a Px = (54.5 +; 3 Fp x = I. 3 . (864) e /Z. '7 k ( PL.o\ ,!5E 14, S ( - . 5 -r a0 ) FOR- v H EP-1Z W Fp - ( /1l • 5) ( %) = 7.51A -- GZEc. LE NIT ; CA-c.ra e T (2,s-)(/, 4)/11 L - 34 L� 2 /c da. T T_ 7, 3 ___ (i 2, s) (2. 6') 6.I IA 315 @G��T T= 7 ' 3 (/4-. a)(2,.;o ) v 4 -27 -4— 3 4 U CO 7 � M °r 4. 2462-) 5, 52_ K g- AFGHAN ASSOCIATES, INC. I2CC /C E $ LDC, C BY /1€4 DATE QGT 24904 CONSULTING ENGINEERS JOB NO 413? 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 l (+ (503) 620-3030, FAX 620 -5539 SHEET `O -OF I • 4 GOOC W4t TO FLDOrz 6°00E.c-T10N ( GLEMEA/TS � cvMP.) 3.o ap =l. S = 0 .3C, Ivv 0i - 6os#Ar Ptoo,2 - r _ l 560 ? (1-1- 3 ( 3, 1 0.4621/, -- Cie �T6�L. � �l `r1. kvp 2 * /F 7 /- — Fop__ v1/6 Di) A4 - Q, 2g1(66S0_ /7D . //--r (!✓t � L Zuo> 7 p 5TL / /,o• vv0a Zoo %- 4t- Z2y LYTZv/3 w /(i0) rod x :1 l Vvoob T = 01 90o)(/.331 ( 4.) _ /335 TL • Pm = % z - o, /G. 2( 3 53co -o -� lc-- s/ 0 Kwl 13d T2y a" 7/2E = eo(z. €0 /34s (3,1zs_ 1.375) 1335 ( = • AFGHAN ASSOCIATES, INC. /FgAlg-Al , 2i PC • B! 2 BY gek �� D pp ATE ®cr 2'4 CONSULTING ENGINEERS JOB No `fi /.3 6960 S.W. VARNS ST., SUITE 200 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 - SHEET L � 4 OF - .A1.1GH0(Z5 /4,1C1- 1012.. W - 13 F (2J 4 A 74v ( a") 7.. ../ � � r I a5 N / `g75) - . 04202 - Ikel ` rss = 6.5 A ; Lit . 41c1(.Gol)(cvo)- 2.51< 2 . . P 4 A 1, J sG 11'4 1� + 2(1.75) 46 +12 0.6,5 1 T PC = Q,65 (1)(4)052 ) 1 x,000 TR6a. = 9,5k 95 P 2 1.6N Ap = 63.25)(1 _ 402 i Y) --Ta.0 w5 D) - (1-4) j _ / /• SEE A-At Cti0 2s Co21.1E K' y' 5 S $ � 3 r a2,z5 1 2 1i + 1 3 �J f�p� 22•ZS(IZ�c 2(01 i 2 . © lL� AFGHAN ASSOCIATES, INC. P2g.E/ A- ,OFF/C-6. BY AEA DATE OCT 4 CONSULTING ENGINEERS 6960 S.W. VARNS ST., SUITE 200 JOB NO AO 4/313 TIGARD, OREGON 97223 (503) 620 -3030, FAX 620-5539 SHEET_ I OF I ,4N (/ Z S @ 14 fkt'L (p F f .1.5 M N !4p : 23Cl2-) = 27 l i h E _ . 6S (r)(4)(27G) c = 39. (CSC Pss --- 32,5)< ° Tj,f,. _ (32.E) ((r¼ )t= /7,9 ,--) ca (e..— i I t AFGHAN ASSOCIATES, INC. /cieGF714 l 4FF ICE 13 .- Deo BY Ae14 c.ATE Q cr ZOO*. CONSULTING ENGINEERS dqe 4/3g 6960 S.W. VARNS ST, SUITE 200 JOB NO TIGARD, OREGON 97223 (503) 620 -3030, FAX 620 -5539 SHEET -cQ O v OF LE-8