The URL can be used to link to this page

Specifications oU g' ae)O /- CO( (0( r \ . GREEN OFFICE BUILDING Tigard, Oregon Structural Design Calculations /Details Bayard Mentrum - Architect DESIGN LOADS: Roof Load (TL) = 50 psf (25 snow / 15 dead / 10 mech) Floor Load (TL) = 90 psf (50 live / 20 partition / 20 dead) Wind 80 mph Exposure C Seismic Zone 3 ��p PROFF Max Soil Bearing Pressure = 2500 psf. � , F '90 OREGON 4)'22, 91� 17 M COVE? F XPIRA?ION DATE : (Z(7(('? Job No. 4292 TIM COVERT P.E. STRUCTURAL ENGINEER 312 NW 10 Avenue No.200 Portland, Oregon 97209 Phone:228 -0426 Fax:228 -6639 IJ 1 ,, ty Jo,. 1 TL_ =5-oPs 2x 8 STu0S (25 to PsF MFct+) (6x 8 JAM 4x8. H 14 14 14 44 j W 24 - - -- i i 4 W24x(02 l i I H N .a I �� I I I H I i i ') �w N o s .1 C� N xI.)® N iii Iw �� I I s ; H vt11 Ili 3 A AI�� q I II Ii A I 1-4 15 . Q . __ . — - — a� 1 g _ 1 - ®--- .._,...-§ 1 Paz C 2 2 ) I � (8 � , (8) az) : I, I I fix Ts � x G x s �® H ! Li I i, N N r r Gx6 � I PeCr Z. II Pos7 of I I E ®I � 3 N POST I I oc v 11 I 14 I II 0 1 Ft it , II II ii 1 :: W24x62 — - - - --r I oc . I W24xlo? -- -- M 1+ 1 4 14- 1� r N 14 14- I+ H- H 2 S8 STulDS o 6k 8 vAm Bs (4-y13) ...a =5 /Bx1 (24F -V 4) a f AFG�� o 1 S' v O 61 � ‘ l`[ � 5'/8 X 2 1 (24-F -V m 1 g= 3'i8 x 12 (2'- F -V4-) - a (? = 141' T J T. (SS O F @ -L 01 c. • G = (2) 1 x 14 PA-RA-u.Ams 4212 sj - Z GREEN OFFICE BLDG: ROOF NOTES 1. Connect roof beam to 6x6 post with (1) Simpson "CC5- 1/4 -6" column cap, typical. Connect roof beam to steel tube column with Simpson "CCO5 -1/4" column cap. See Special Details when connecting GLB to a steel beam. 2. Roof Sheathing: 4" plywood (32/16) plywood or APA sheathing. See Sheathing Schedule. 3. For connections not called out otherwise, comply with U.B.C. Chapter 23, especially Table 23- II -B -1. 4. Typical Header "H" = 5 -1/8 x 9 (24F -V4) glulam. 5. Bearing Walls: 2x6 DF -L No.2 at 16" o /c. (Average) See WALL calculations. 6. Rafters: 14" TJI /55 at 24" o /c. Simpson "ITT414" v �a�' � k 9381 9 P. \22 EXPIRATION DATE • 2gz. «atJ 713o _ _ ___1 z - 3___ R D O F SN O t^I = Z S P.S F (+ ri a 4) DL = 1S (allo"/4114e) MECt-+ = 10 PSF (au owatCC) 1z 1=Z'EfLS : L = 22' ( :12 (tS,L 14 T-.11. / 5 5 OP @ 2 4 01 c.. or ICSS) c e.c -1'- U -t71z -i t $ i M = (50X2[22) /t3 = G 0 5b 44 (!, S)(lo 24:)) R= (5b)(22) = 1 1 0 0 c. C 1.1 SX 14 0) Y = l000 << (1.15)(21 S ) G1 -IEUt w ( 4VAL z I ( M = (Z)C 8)(22) _ - t I4o3 (ok ) +840 + ( ^ 12 55'8 4 1 , 2 4 - �# / / 26�TAL @ (g, y ern, j j _ am) t l — p 938 PR f �'Ntio Sty ��'J�� 6 \ fi c 842 _ T R = ( 80 )111) 4 ( )( - 4. 1L10 \ ORE oN ?2 •\9 ,) rt e no\. EAPiRATION CATS Roof BE4Ms: • L 22 (S))(( 22) = I I 00 PLF R. = 12,100 (4" 22 = 2I 4 RS6 5 2 t (24-F--V4-) Tl. = L "/304. (ok-) Ls= I I oo . Ply (qs4) R. Z 44004 • may (Axe, G x 12 OF - C. 1 cf{ 3VS k 12_ (22F -V4) E- j PLyWDoD : '/e PL'(wooa (32/1o) ?o PSF i.L. (6v ) �S� �KEU � OFessi F o Q 4,� a3s1 s r ORE iON A GC Y ?( EXPIRATION DATE I I 42/2 L G-reu. 7/3 - - -- R. -S _.. a SKYLI P - goo i i (w =(So ''{ -)+ t5 + IS = 30PLF 254 1 2463 # 2I I > 24(03 A .,,. 0•71 ZS`? M = 13,184- #i 4 (2 I3/4" x 14-" %7--- Z.o E Ws t A 'MS. <-- SWIlA CAA T ----')7 Ali. 1 tr L() :). c. ' \ N ;'"‘ L ( ( : E 4 ? < 938 „:.?,,,\ ORE N / G ? 2, ,' 9 E E X P I R A IT 4 :1 7_ .. _._..._.j - 2 ., 6 -s - - - k BEAM (G L) :o ge 4 (S +e t) : (2e r . Co J #.i - I o I 1 ye. r- PT4x(o s'/s. x 21 Gtr . 010-1-04 Top) 1011 1111Fr- ---61111-Mdirli— .40114mor ' i.e h .. ...1f 4 W21 [^ " W 21x4 ¢ ;, (2) 14 -ntav, --Qo Ts. VA wax r=rIEEE. 1 ..• a a ' a s 1 t e. S t e t NA p PI,fYTES : • Ft. x 5 x a 4 FL x 4. k x ao s /a" . 1. _ (see- puz- -b) wlq -x�V 5w11 LArz.) . Coy.. " gyp e SEE F+-2 -- S H-o w Q 1 j 9381 y KV O REGON ---) \ --,, 22 2.1 I 8/ S 12 - -7_— RooF. DE L ( SIDE FkAmE) Sim ?Son! "TRAZ13 c 6 FvLt - !+-r i) ST0. ,� 1 $1MpSon1 " Ti-I,4 Z18 -2 e G1-! 'D[3t- 2x‘, - n f l`iw oo D • As - 4o i4 . - L I I A 8 I° c Ie " ITT41�u , I+4 . 1 See 1 ‘ AL,s0 I L.AT- 2-7„ / ® 14' "T _I Z 2 X (0 24 "o1G. sr ct @ WZ4x?co Ito"o(L (S IDE FRAME) ( aLs ECG! -I- f . : DE of �4 64 p6NfI nig.) 1 D P' OF,I 12I i 1 %Q y : t ` '` 19- 6 ' ORE ON i ✓, \\ '1-2g2 I &2-. SfS R - B —. Ro7F 0E t. LED 4 e j 02 1I Sl titps 64 " ________ - 11-1/4 213 or SM J TI-t-A 21 _ Z (FV1,L-( nfioct - •tP.) • ' Y2 " P 71-77 r 1. " - x TT `4.14 - 1, • \ - • , L 14-" T i @ 24 "of . co k - r' • 1' /q..�' x 141% - 17M N10 acs w/ ( -) I Co c t GoM _ npttr L 1 (ti //kJ £c14 Cave . S . 4,1-,. o\� \V 0 CG S . � C / o r �4�D Pi3c -F - F \, e i � J F 9381 9 `i OR ! ,ON - .. I X .. 421 _ - • I •S 1 S • fa - 4 9- --- -__ R 00F D ETA(t✓ er 13 WALLS (& D R2AM E.S) N SIM ?5O`J ''TRA213" @ N FULL.- HT.. 2x s (" TI-f 2 I - 2" @ 611 _ 00 vt 6t,E.• ) 'tePly I 1 L. , 4 G • i i LAT -2 " Zx (o STUD S i ctou6 6,, e. i A • since wZIx44. i ge:xl-m. AP' vr rnl) N 1 RE/Amid PEG PH rile zv (4, '� r 938 S y . , 12 ORE('. N I 1 22. ,, X P I __.. N D A? ,._.__.__._.___ BEAM SPAN = 22 FT. ROOF BEAM (a) BEAM CARRIES ROOF /SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 1100 PLF. LOAD CASE: 1 GLULAM BEAM USED: FB= 2400 PSI. FV= 165 PSI. FC PERP = 625 PSI. E= 1800000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 10083 M = 66550 D = 3221 /Ix REACTION (LEFT) = 12100 LBS. BEARING AREA REQ'D = 19.36 IN2. REACTION (RIGHT) = 12100 LBS. BEARING AREA REQ'D = 19.36 IN2. SX = 289.3479 IN3. AV (MIN) = 79.70751 IN2. MINIMUM BEAM SIZE = 5.125 X 21 '/ MAX. DEFLECTION = .8143671 INCHES = L/ 324.1781 v A(PROVIDED) = 107.625 IN2. SX (PROVIDED) = 376.6875 IN3. D.F. = .9397141 IX(PROVIDED)= 3955.219 IN4. fb = 2120.06 psi. {SEC . U/` f F Q� �/ 9381 9 9 f G C p OR EGON 2 • TAM CC��'FP/ fa. — u' BEAM SPAN = 8.25 FT. ROOF BEAM (b) BEAM CARRIES ROOF /SNOW LOAD LOAD CASE 1 UNIFORM. LOAD ON FULL SPAN LOAD = 1100 PLF. LOAD CASE: 1 SAWN BEAM USED: FB= 1350 PSI. FV= 85 PSI. FC PERP = 625 PSI. E= 1600000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 3781 M = 9359 D = 71.6 /Ix REACTION (LEFT) = 4537.5 LBS. BEARING AREA REQ'D = 7.26 IN2. REACTION (RIGHT) = 4537.5 LBS. BEARING AREA REQ'D = 7.26 IN2. SX = 72.3401 IN3. AV (MIN) = 58.02046 IN2. MINIMUM BEAM SIZE = 5.5 X 11.5 ( 4002 MAX. DEFLECTION = .102716 INCHES = L/ 963.8227 A(PROVIDED) = 63.25 IN2. SX (PROVIDED) = 121.2292 IN3. D.F. = 1.00474 IX(PROVIDED)= 697.0677 IN4. fb = 926.4108 psi. 1,V) PROFES Q ` 9381 - K \...„.._ OREGON ' ' G( k q ,1 ;/ / ?l. '" r,r)\l EXL!9Ai!On .. BEAM SPAN = 8.25 FT. ROOF BEAM (b) alt BEAM CARRIES ROOF /SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 1100 PLF. LOAD CASE: 1 GLULAM BEAM USED: FB= 2200 PSI. FV= 165 PSI. FC PERP = 625 PSI. E= 1700000 PSI. . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 3782 M = 9359 D = 67.4 /Ix REACTION (LEFT) = 4537.5 LBS. BEARING AREA REQ'D = 7.26 IN2. REACTION (RIGHT) = 4537.5 LBS. BEARING AREA REQ'D = 7.26 IN2. SX = 44.39052 IN3. AV (MIN) = 29.89723 IN2. MINIMUM BEAM SIZE = 3.125 X 12 !s(.C. MAX. DEFLECTION = .1497778 INCHES = L/ 660.9792 A(PROVIDED) = 37.5 IN2. SX (PROVIDED) = 75 IN3. D.F. = 1 IX(PROVIDED)= 450 IN4. fb = 1497.44 psi. 4 Q 4'1{1 ' � �. OREGON / ve„ \: i �,,, c - -' rz -13 BEAM SPAN = 21 FT. SKYLIGHT BEAM BEAM CARRIES ROOF /SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 230 PLF. LOAD CASE 2 POINT LOAD AT ANY POINT LOAD = 200 LBS. A = 5 FT. FROM LEFT SUPPORT. LOAD CASE: 1 LOAD CASE: 2 GLULAM BEAM USED: FB= 2400 PSI. FV= 165 PSI. vc4,• FC PERP.= 625 PSI. E= 1800000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 2165 M = 13178 D = 584 /Ix REACTION (LEFT) = 2567.381 LBS. BEARING AREA REQ'D = 4.10781 IN2. REACTION (RIGHT) = 2462.619 LBS. BEARING AREA REQ'D = 3.940191 IN2. SX = 57.29566 IN3. AV (MIN) = 17.11462 IN2. MINIMUM BEAM SIZE = 3 . 5 X 14 /''''''' (2) I ' "1 i 14 Pa RA ` - - MAX. DEFLECTION = .729696 INCHES = L/ 345.3493 A(PROVIDED) = 49 IN2. SX (PROVIDED) = 114.3333 IN3. D.F. = .983018 IX(PROVIDED) = 800.3333 IN4. fb = 1383.114 psi. .' �5PRp ` N E (<, 9381 GC ,{ G NT y /�;1� /,Jp l p( r 1, ii DATE a 1 TL = 90 ?SF H - 3 x 12. (22F -VI-) P Y = p - r. Zx lZ @ t I. g'61 C.. (sotto + -La) 4 1173_ N I-1~ ff EF F} }} .11, -- El=e 7 4=. - ...ke =WI : — -- Th ' -':,_ Li - f a H --,,,,---'''' .'- — E- s — B- " - r . 11, ST .- F —EE . s-i L Fr KE 14 ®I� N ( ;g i �1 ® ( X ,3 V" I to N Ts &x& x; r r• rs� X� xsi 31 3 p. , 1 T 4 ' t F 3- ..1 F J s le F 3 .. W (22) (zz) r , ti (22 ® ( r �� ` ) (22) I I t-1- ® J QosT `,. post a ill; . H I I i I ( 1.1 L STEELr j_Frz±m_ '—' '.,) sTi .t_ F-�zo E I _ _ --� DT W 0 - I r FT = 14 T J L / 55 OF @- l i 6 (L . (sutipso a( " (71 el- ") --1) n i I :), .., F c �� 3 g M= 5' /s x 3o (2.4-F- V4) ( 61 /4 . x 24, 53/4 x 21 G-03 �� ! t 0 6 i m o v 8 _ z 33 tASE -rms. --1 --j \ CC:')>1 FL-00 R. F12-A m t K1 Cw.v° PLA 1..3 .„ 1,11\° 1 42et2 06 Fis- 2 GREEN OFFICE BLDG: FLOOR NOTES 1. FJ (floor joists) = 14" TJI /55DF at 16" o /c. Simpson "ITT414" 2. DJ (deck joists) = P.T. 2x12 Hem -Fir No.2 at 16" o /c. Nail to adjacent floor joists with 16d common nails at 16" o/c and (2) 16d common nails at inboard end, typ. 3. Subfloor: 3/4" plywood (48/24) APA rated sheathing. See Sheathing Schedule. Provide P.T. plywood at decks. 4. Bearing Walls: 2x6 DF -L No.2 at 16" o /c. (See WALL -3,5) 4x6 DF -L No.2 at 16" o /c. (Special areas) At continuous steel ledger angle on Second Floor only. See WALL -9,10. 5. For connections not called out otherwise, comply with U.B.C. Chapter 23, especially Table 23- II -B -1. L 7 --- < ,9, D PROA S'38? 9 L ORE(X) ;'' f �G ^ /- i EXPIRATION DATE I c i a Zei Z Gle.eU-. 1 2t'3 ► - -- _ _ - FL -00R- JotsTs : LL = 5o ?SF PL = Zo Ps F 9 S F L =22 pt_ = l.°I P5F 3/4" l?. G2e _- 6-s P 31 i-" FL...•( W 00l 3.0 P F Joins = 3.0 PF MEc14_ = 5 psr cEcukiC • = I.S Psf ToT'w- Di = is PsF IL " olL M = 0.33)670)(2z -.7.. 7258 z 4- 10 ( 120 ( 6 - °" rr D) = J320 # L 14-00 # C014.) 4 (s�C:o 0.385 = Ll 6aS la!) ° 4"`"" - (384)(ens, moo) ( 4 6 4 0 = / 8 5 - 4 , ) Frtmc• H us& 14" . T.l s / Sc0F l 4 " o(c,. i c. dc, , N r /Q � Q 9381 j 9 i OREGOY te e ,, I �. / I, i , - EXP•HA••UN DATE 1 1 I Cl -4Ectc- JoksTS Fog- -z oot (AD (zo" x 7o" Q .) 32o PS F Fly wood : 3 /4" pi)11.(oolo (48 /24) 3sb PsF 7 3 Ps i a r JotsT M =750z e 10, # 1 1124 - 7 i7 PuP , 22 ' 82 821 t...‘4.FI e 141 "Pt ow 7:1 • ( 2? PLF ZZ fi 27 13 03 # < (40o it (oK) N E >sk.. 938 , 4 I_ OREGON , °0 ' 22. ^`9 / - 2 arG ' -- F1'12. " 6 II MCs) : L - 22 1 (T-iPt cAL) W - (22 . 1980 r'-F R = 21 # 2 7" 1 1 C3RG ( t .7S ) '+Z`1 (4 F -V4) L /3S4 il c) B2 8 - x 2 t (24F -\/4 -) ( = - e 6 (.1 ° 7 ) / & = L ISS3 (014.) 5 SEA-AA A t- - re....s fr E : L = 22' Use_ (,JU.x4° LJ = I.9 5 Inc. -F .O. L , = /. M = 1 2. 0 41c- / --, wt (0 x 4e . . i (..tin _ 419;b.. -- 1,JII.x4 CI =518) MR = (28 K 7 IZo L = 7. 1 A = I , � � v N f F QZ il ci 938 9 �'T \ \ r}uvneN ‘ ‘ i o.:: — „AA I i . 4-212- C,re. l... 8 (S FLZ - Cot niE - I o►J : Sow To - EeD4A4 C61-8 ? (G,IZ4x L2.) I I /2."PO- 1wDoD, I I IDd Gom_ 4 !bet @ 4` a(G. (01-c14 UNE) FI•oofZ I icros -rt2" 3/11 PI,,yWootD _ _ _ 'I 1 ST2A'P ko - - re? of- �� ' 1 2 TT . i. c, 4 ►•8 it , i SIDE PLATES ft. /8 X(o b X22V2 1 L6o Sloes - 4 11 etc." TY P. , I 1 t j/ 2 n 6 Gc.. % T Ir2 2 - t - T3 t_ C2) t" �h EXT , ( VA _ . \ 45 5H-0141.i. v1Pilik, 'W 1424-x 62 �� I '�- (SI - PRAM E.) 6 )(2 &IA. —' 13124- .PLA-rET•�5� N s/ 1 11 sl o E PLIES < , 938 ' .�- V- R -, Z I 1 - 780* (3 24 kl q DREG N % ,.._ - 1� 11 °G T AT - it 1 K (� ?/ _ 2 ,- , 8 y z . ` r/M 0 ` G4 / 4.282 _ • 8 1 5 -JolsT se CTiot.1 DETAtL.: (ENO Fr NIE) 4"mthx . Gtz Vegeerz-2 .e z Zx fo s'rJof a lb" o ( c- _ 119.4 8 '10(G V 2 PI-`1 k A 1 O- �/ l o a @ 4 "e l c (-r P.) (PLy oo d - T /I Taf "LA S) I wet @ 4- 11 STrz� . 3/+1 p....1/44 w00 D 9 • \\ ∎I 2_. e r is \ --4 Hrei I .111 • _ \ --..-1..t-. -. r . , \ 2 ' ■ . . I 1 mg/await; \ ' I 1 : A . \\ . , \\ . I , • \ 1 1 I ( t u TJT s @ I6 oic \ : . I .J I SIMPSo'4 I t rTT414 \ I I 2X t I W x44 BOW s-rvos @ \ I I I � ��r ..� I 11 I II \ I 1 I W14.x7¢ I II t• GoLVM4S. \ 11 n\ 'V 1j ; 1 i I I 1 , „ � ri uF�Cs; ,. `.� c? j r 9331 E F .\,�/ y `� & 7 ' `"g.-, t %. —. 7.7—:— . • '` ...) Z �� OR?GON if.. ) ✓ 1 T lM C:0V E-P .J FX?IAF.?IVN "d1[• 1 2 - _. I G re z % — I —__ R42- - a_ 5 / ELEVA ?t0k1 1 IL = 120 ps F 1 I (ioo t an) I ( I ' BM I r r I etiti\ /f A gm A 1 (S) (`) ;' iSi>iil , ...:3,r.::<JI' `7 ^ II ii iiY.'i._i ,.;i.i %r. h el: l a 0 (41-) i w;oi �`) Nom h ( 1 0 o Ps F _° s _ — _ �� P f 'F aM = 3 x lam- (61,15) (22 4) Vi 938 9 ?� 'y ORE !IN .fi ��e 2 ? Z Grp 8- - -___.- .._Fl - CoMM,O►,S Ciz - g -uocr- ( TL = I so Ps F) a) L = 8. 2S w = (I7-o)(22'/2) 13Z Ptif iZ = 52Bo u se 3 ' /a x 12. (22F -'/4 -) b L = 6.25 w= (120)05' 4 = ISoopt,F fZ = 41-510 vs e, 3'/S x 12- (21F -V4) F � cz ` 9381 9 4 OREGON 7 it 1 4-2q 2 - FL-a- - I 0 DIEGO- Jo 1 STS 120 Pte • `! 1 v 1 047 PSr 1 1 use - PT • Ma = Zibo 23 #� c x i2 IYF # r� V = 60O !b 6 � 12 o Pt/F 43 2 9n • G � 5 ' W 1714 ._. SIMPSoa� 11 Liit2to �� .r�,u J N . c w s � o Q� 9 1 ' 2v. OREGON PtfZ 11 BEAM SPAN = 22 FT. FLOOR BM (a) BEAM CARRIES ROOF /SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 1980 PLF. LOAD CASE: 1 GLULAM BEAM USED: FB= 2400 PSI. FV= 165 PSI. FC PERP = 625 PSI. E= 1800000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 16830 M = 119790 D = 5798 /Ix REACTION (LEFT) = 21780 LBS. BEARING AREA REQ'D = 34.848 IN2. REACTION (RIGHT) = 21780 LBS. BEARING AREA REQ'D = 34.848 IN2. SX = 520.8262 IN3. AV (MIN) = 133.0435 IN2. ,n MINIMUM BEAM SIZE = 5.125 X 30 Q MAX. DEFLECTION = .5028077 INCHES = L/ 525.0518 A(PROVIDED) = 153.75 IN2. SX (PROVIDED) = 768.75 IN3. D.F. = .9032011 IX(PROVIDED)= 11531.25 IN4. fb = 1869.893 psi. a iO PROF,c a / , N E F t, �� cz /,,* 9381 9 L OREGON 0-22_,..2,27 i , /7 tqicovc_17 `EXPRATI'ON PA . ---1 k BEAM SPAN = 22 FT. FLOOR BM (b) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 1980 PLF. LOAD CASE: 1 GLULAM BEAM USED: FB= 2400 PSI. FV= 165 PSI. FC PERP = 625 PSI. E= 1800000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 17820 M = 119790 D = 5798 /Ix REACTION (LEFT) = 21780 LBS. BEARING AREA REQ'D = 34.848 IN2. REACTION (RIGHT) = 21780 LBS. BEARING AREA REQ'D = 34.848 IN2. SX = 598.95 IN3. AV (MIN) = 162 IN2. MINIMUM BEAM SIZE = 6.75 X 24 CSC MAX. DEFLECTION = .7456276 INCHES = L/ 354.0642 A(PROVIDED) = 162 IN2. SX (PROVIDED) = 648 IN3. D.F. = .9258747 IX (PROVIDED) = 7776 IN4 . fb = 2218.333 psi. F � ' Q OREGON r tit P-.(2-- - \7 BEAM SPAN = 22 FT. FLOOR BM (c) LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 1980 PLF. LOAD CASE: 1 GLULAM BEAM USED: FB= 2400 PSI. FV= 165 PSI. FC PERP = 625 PSI. E= 1800000 PSI. MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS: V = 18150 M = 119790 D = 5798 /Ix REACTION (LEFT) = 21780 LBS. BEARING AREA REQ'D = 34.848 IN2. REACTION (RIGHT) = 21780 LBS. BEARING AREA REQ'D = 34.848 IN2. SX = 598.95 IN3. AV (MIN) = 165 IN2. MINIMUM BEAM SIZE = 8.75 X 21 CslA MAX. DEFLECTION = .8586052 INCHES = L/ 307.4754 A(PROVIDED) = 183.75 IN2. SX (PROVIDED) = 643.125 IN3. D.F. = .9397141 IX(PROVIDED)= 6752.813 IN4. fb = 2235.149 psi. r � �. s3s� s! ` OREGON 22 `' / / _ EX C.-! ON D( , , 42R Z LAT- A SHEATHING SCHEDULE: GREEN OFFICE BUILDING Roof Sheathing: 1/2" plywood (32/16) or APA rated sheathing (Particle board, oriented strand board, flake board, or waferboard, etc) With 10d COM nails at 6" o/c all panel edges And 10d COM nails at 12" o/c field. (Edges may be unblocked for shear) (240/180) Floor Sheathing: 3/4" plywood (48/24) or APA rated sheathing With 10d com nails at 6" o/c all panel edges And 10d com nails at 10" o/c field. (Edges must be blocked for shear) (285/215) Exterior Walls: 1/2" plywood or APA rated sheathing (Typical) With 8d com nails at 6" o/c all panel edges And 8d com nails at 12" o/c field. All edges must be blocked. (260) Interior Wall: 1/2" plywood (24/0) or APA rated sheathing (Third Floor) With 8d com nails at 3" o/c all panel edges And 8d com nails at 12" o/c field. All edges must be blocked. (490) Interior Walls: 1/2" plywood (24/0) or APA rated sheathing (Second Floor) With 10d com nails at 2" o/c all panel edges And 10d com nails at 12" o/c field. All edges must be blocked. (770) Interior Walls: 1/2" plywood (24/0) BOTH SIDES OF WALL (First Floor) With 8d com nails at 3" o/c all panel edges And 8d com nails at 12" o/c field. All edges must be blocked. (980) Note: Provide 4x6 intermediate studs at all vertical panel edges at First and Second Floor walls. Anchor Bolts: P.T. 2x6 (min) sill plates with 5/8" dia PEO PROF (Exterior) X 10" Anchor Bolts at 48" o /c. �� G ■ N f F 0 4 C7 � � 9381 , ti 9 Anchor Bolts: P.T. 2x6 (min) sill plates with 3/4" dia (Interior) X 14" Anchor Bolts at 16" o /c. ` OREGON r �M co\J r EXPIRATION DATE: 1 42 & t..1 s - 6 - LAT- 8 H .M H 3 144121 01`ra I 1 ® ° V.) - T I 2 d'a2 W Ci i s 06. 0: N asse V z C t () . t r 9 \, 00or km „zit " amil C• k J aii alillij Nr V t N < "mw q • 3 , _ \ �� De CI ao V d „ i r 1 6 mum, w w w v) Q v, w CA � ��EO P R ()Fes s I Q , , 9381 9 ` - 3wb7}4 ON3 OREGON H H - H ✓( 9� 22 N t CO v � EP-- ;EXPIRATION UQTF. 42et 2 CrZeE►•1 s - le, —1 N (AT- c- H + H 31' l21d Ot I 1 ® ° ' W p k 3 W k k3.) i 0 a CI VI O.. O. NN alve V = N i \... Cal • -71 012 0 poI ''' minal 0 I p Dort kid z» \ eava) 441J .9 .% < ILI .9 k V)*() vN Q .9 .i 3 a >c -,y)L.: .1 \ ..11 1- - \ . A .-2,0„-z & -14.0 ro, A v 4 2 , I o r 1 6 0 1/41) ti w ( J, o CA w Q. CA QED PROF Z r... c' N E e. ss /0, Q ( 9381 ' -- *. - w i )i QNG OREGON H H H � 9 - 22 } 1-4M COvE EXPIRATION DATE ! _ ___ I I H SIOE FZZA ME H 1 r ~ Std P(z. v"&E H T 6 xG 6 _ 0 iI 1 /2" pc4 woo b ---- (gTEf -IoR = '2" P Woo D W BoT1 -� SIDES. v C3csT&+ SIDES gA e 3 uo(G L.FA -S I 8 d 3 rya(` I o TitetGAt, T-1 Pr41 -1- 141 cz, u I SIMPSont 1412144" . _ 7 itotZ Do wN, Ty p. 6lap, G x�� _ I H SIflE FR,a�t v- S O S SIDE FR/AmE. H I r TY cA _ L H CA G T X HF D � F F , y � ti SHEAR WALL PLAN...) % � 0 v 0 § a O o ..c.40 PI Rsiar FLOOR. . 7, , , , d . � ' CrC / p c g' Z l l I AT ..._ ( ..___._......_..... LATeTr t....: 1..11 NO 80 MPH EXP. G %j t ct 3 i • 3 ti ,.12•8 P sF 3 • + - - -- - -- -- - - j- - - - - i - - - - - -- - - - -- t • _ ' 1 i Z? 1 _ 1 +- ' 0 T T + z 0 I I ---T 1 _ , I I 22.G -TH- N ,I, L ,1 PSF 1 , II. Lo" ■ • ,132.8 ' = ((5)(22.1,'t (5(24.1 + 25.4 + 2G -2) + fa 27.1 • (2- ]- 4)(t °) -k- "32 _ 8 = 1c Z9 ?l,F' k, 24.2 b N /Ise, zs.4 1 (103 -(30 - I 24.) - -' �E � P R t Fp `u M � 1 N F Oy 9s / 4, 9381 p 22.4 - PSF OREGiN F ✓ `y 22 9, .f - 103 PLE (oK.) r -. _ .�- -� , F-XPiGATInRI [) S , . 42c12_ I Gree,.. . 8 ( 2. TO- Asue-tue. R 1 . 4-4-` it . • i ' • %. I k 'Li- . . 1 1 I . . tz , • RI_ 2. V, '.Vz Ir S1.32 8 448 '3' G43.2 8446 L.CILID 745(.. I I 15 V )3,068 19,402.* (4 q .1 F Jo: It s ig,es ef 1 1 : 1 4c • 12 4- It' (seismic. base. — 5135 z f A Ar (e ) 1 P Lf (og ( (..).)-12) (2)(9.7S) — 1 \s,......, °REG:7 , y Lxr E 1 I . ......_. _ - • ---- - • - i 2q2 6 ire 8 2 - (MT- 3 ry. COKI iTvO : 1 - 1 /at) 80/ Este �rrd -�G, 44-` V baste = 3g <<- I27,43 04F (SEf -Ai 14- ) B'4 -(44) tz 2L =(s.7s)(4` =Z 34 54.32 5402 Z+S /Az 2 `` ( 7434, /3 068 4P- 568 Pty (ST 6Goo ('7 64.8 /SS Pa" (Pl ) ry 9381 y OREGO `/„& `i2. j �'T 1 C OV . `.� Gre - s I Z SEI SM tL %or.(J 3 LIEIIsNTS CF-00 ARr ■J A _ (4-4 _ • 4 -840 ' RooF = 121, 000 (25Psf) 31 = Zoo (1; ds s / b ps•F ' 3 fc = 14G( ZOO # ( ) EST WALLS 1-" Ver4 L (srosS' Pro _ (4- (?)(44 + o) = I2 LI uuJOCLJS ACE = (+X10)64 -f- = 302.4 r3 1}{2z- _ (RxX `) = 3 2 4 4 + tRtc- (3 % ") = 38 Ps F ((zs rcF) '/ 2" FLT L4icso = I. S 4-7 Ps F us SD psi 5- &"(P. a -s- = 5,0 STv`Os (0-Df -S = 2.0 efr ��+ 'Q /4 • ExT LIAU..S = (st) (5300 + (33 4$) (5 PSF) = 4-S Z, cc &oq. L.1?' = 8 000 / O � 4, 9381 ' -. • Y (2.C)(,3i)(t)(8 /4- - ►2� 714- (6QSe) — 14:) \OREooIj1 • SELSµ1.• GoN77-At - XPiRL11L N DATE: I _.._......._�_. N�)9 0°) An- - (z84)(��) -C- n1ra4 -a R t a, z., 186 t.->.., -a + N # l L5 L1 I = (000 _ A 1 w Ai oa CZ S = 1M ' $►�.L . - g +1 N L3 ox £ 1 1-17.512 _ C c)°a/Z g +) ci ff) + 0 n's-171 = (o r Z) Lim 0_ k „2 �4 = (90012g4X ---z) 4' °OS = ( F _AZ) 11`1 t n bi- ..,, oo Z - ZEZ = (o'zg*)( 117) -I- o00 = ( 1 M ) 5' IA Zrlli 11 N c ////, I L5'LII °% 001 ,tiLS'OZ — o'�2g 3. LS I 2'bb/1 Z o /o I 7 -'0+92_ � �� 'b�S1�2 vr2 tt 21'Sb 599'E� °� ° LE �b 'oa9L i 12 47'5172 4 * -t7+ /-' I S -frt'C 15 °% S'SSab i &ri z • z i Z Boob ? . ? A o� 14'1M 1 L M n : No LL1i £L YZ LS1Q 'NO I LZ) -- -Del Z / 9 k' ix.) Z bZ-b 47- - 2 I - - -- G✓cu -t 8(2- r _r_ (o . . HviziS_ oks B 4 o 0 : 21 2110 /o 2 22 L.J tak Z‘ 2 22 Z^^ e '241% 2qr % I I 44-' 1 /. 1 U, 1• ;', ap °) , 2o1. I Die 1 to. z,/ 2v'lo (xTs) ooh: 24 2 X4.2 13.3 13. 24:2 Z¢.2 4- R °oF (123.4) 31. $ K. 23. K . _ -* Z3.8 K 3) gK 4- LAu.s (I I).Z) 56.014 C 1.3� . 61.3 R..O if- = 234'6' k 4%) o)c.- ?,4 ° Jo 2& 7e 24. 70 4 W kO T NAM I24Z 13.45 , 13.45k 1Z.9.214 WALA s Fi oog: 'Lq, O /g- 43. 43. to • 24.0 `-- FL-2. 6 4 C. 2; 32.2 42. 41 k 42.E k 3 2. 2 14 <_- y411s (10.2, 12.0"- 75.8 x fig ' - - 72,0 1 r - y � . 2s.4"` Zek 2b ° /6 2 G 'Yu Z4'70 d 3r., = In , 694 J / 24R # 11 2 * 10 b 4 2NO = 5,3443 ( 5,623 v ' I S6 Z3 fi Vi c' „, 9381 �" \y_ t .l 5348 ORE / 28, -b2 30, 30,322 � z , ,`' 28, 4•,., Z NM. - L -. - - f ow �r EXPIPF' z 8 12 -- LA T - ' P Sf s - rTz NI Us?r .E Pros : o a 0 a � FeAM ( 12 4 r k (2,) Q cCpr <— /O. IA S.3 , K " OR.Oi N A 2,1 M oMEkyT (? s is ►Jq Rai przAm E.. " b,r ,014 r b) 51-404k I•JAI.I,CS) 3 °OLP (40.0 13:11-5 k Zo P� 4 ill• 5 "vuy kijk scar lbads / 2 n X / 1 48r (3 " SQL (,JA Le 3381 C • ORF,coN iT IEVP!C,R,il�i�1 ;cr;. 1 • 4Zer GR-eb.) 8 /2- LAT- 8 _ . . Li0 ITU° : (2) !FACIA- ENID . €_10.91 21.3114. • oreitnoir Moo/ €41- ResI7/9 Fr4A-1 e (4-) FRAMES (I) iscici4 EAC14 " I • . OREGON \ k •,/ 11 4 OL'E 41R? •rc 1 `3 lAT 2- - -- sl-F UAW ( ) p4: k rAn (, A^yRr� -t_ = M __ - -H r i M__t-_H = 1 1 • I 3 I 1 t ' 1 .4 3 a i i a j 4 1 I I I m. 1 H - - -H 1 1 1-t -- -- _ fryl " AM ( ,31) k ° 8 Q 12.- E— (2.4-2 14. a $ -- 12.44 - C f Q C (i',2¢) 3 Q '► IO Ii 4.._ 10.41 I" 3 n 1 E— 1o.4 C D 2 la (,, (2) , 0 to 4.- 5.35 z 6.) 4 - 4- S.4-1 Ic 1 G ii ® C 1 A o.S ` 20,$' 22.5' E.10 X2. es SLOE FAMES � -- 13.44 // // _..._ ...m....m.saommium E--- ((. 25 K ` �,`�i P R ., ` \ G - ti r w` `. >_ cc� ° 9381 t ' 6 S . L 2 l e - \. �_— / / / ORE`>i' ' / i S (-ALL, _._.__------ ..._.... - 4-2' 2 __rc f 8 j 3 '( T- i o r ( red‘thd c 1) '. = 1., O I - 2S% i . . i 24 °1. 1121,7- 1 2 6 '/e N+7. r— GS % ZS 7. 1 • 20 Rik elCs = r. z_ z 0. 8 s –, kJ �. C 25, v 424-o � watt S (2`` LZ) 4-84-o _ 3 1 1 1 I I. e\` i n \ ./. ' ,.-j N y n7, \ T 1. ' N 9381 ' , ORFC TN i. ,, , i I • Z - e-src 8 3 L*T -- I Pen oce (T) . 3 T = (.035 = 0.57 sec, O. 4.o s€ . T � ( )(41 ) 34 - O. ..re. . 6 0 tc G . T = c /Z.5" Ca. = 549/(2.5)63`) = 6.60 .. s / t b r z T p e r z 4 . o D g ' - o,,44. 2,s Cep. Z use V -z-- � � (i.4 � � kJ) T R. = 4,s- A,- oM (. = .5.s • - pt -19 s w-wt (,• ) ). .. / ( 93, ,'.i- \ ._.J 2 � `ORF(; N1 r , 2 _ Ge.64. 8/3 CST - A 2 D LTL o 0 C Df FTC : ((.3o. q) �, LAM(T?krnon)5 ` / A = a? R4 = 3,I5 A r# (Max) = 0 025 In L ( ) �2 1 ° N =I- 3.8 5 �� Ft es FLOO2 / Z '' (2 _ - 7, 70 S 2nd P(.002 2.4.4 1'3-o t -z_ (J. Ga ( e P-- F. 1 il i i ( / D ORE ,ON 1 v ri,../..,/: j G 22. 11V i i. .. r 42R2_ 6-. 1 $ / LINT -13 Corkf31 rt 0 6■1 ( . ( n cTGAsi ol l2 -12 LL + DL + SN 4-- -- 41^;a— 1 (i2 -13) L.L. + 0l, t Ea. 1. (12 -1 �� p + s flw+ .._- -- 1-4- (I2 -16 -1) O. 9 P>, .T- k--- clod.- .- - /G.,;,.- 1 -4 BY o bsurvim . (See- (--AT - 1, 2 3) W 1►S D poe ►J ` - o i � % N F \ � � 9381 9 ` ORE •N � Y ) ' 1 M CpvEY‘:. ExPIRATiON GATE 4-V . Gr, S / 3 UT— 14 C 12P T`( [ oA 01.1 E OD F- 2"-"NE Koo - 11 (0•3 1=wofL pi3Oo n_ • R (?-00 _ ((1)(22 ")(i S DI-) ;- (f I)(zz)(35 LL) 3. (0.3 OL. -- 8.47 l Z. I 0 2 + O 77 K CF O. 4 9 c (DO ( /.ma P - I FS G f F -7\ � � 9 :1 '9 217) ORE e • N \ EXP PATIOR HTf 4 % LA) P.OJ 8 r Tyre4Ms : SIDE. P(2AI.. S : moo. • RP"' R W ((Z-C.° = (u)(IS) O L (11)(3S )LL t' !6 S ELF + 0.3 S •-L-P _ i o. s S icup (pL) (L.L) PCP- 1.o0(0 ..(22x11)(Zo DL) (2.2)(11)( (,l x. ®l, -÷ ((o.a4 l.l, 21,78 N E F so Q � 4, 9381 9 r OREGON a7 j �EXPIRAT_i0� I)u.iE - 4.2 • Gre 4-1". 6 / LAT- _ Et40 CIZANtS 'REA° TioN1 S P -+1, WZI x 4-4 7 // 1.1 W14 x140 410 of( re 25 le- 61.$K- 2514 LL DL. seismtc. (A-5()) : P 64 z lb. 4 1 $%35 q.31 11-54_4 „ 44 Gl. 5%1 Apt- 1• se Ismtc, Ut N , 938 " V ORE IN ---7 ' • -10.5 I` P2 Sl • & I . - EPT DATE • 510E. FzAmE (Zs°tGTi : Lt. +Ol.._ a1661/!i w W24 -x(,2 P WIQ-x IZo P 1.01 _ 1.01 K 1 - r 39:5 345 LL +t L + Se% SMLL (A.S0) , -w ( 12 ,Q 4 1‘' l0 .q �. 5.4c0"" G.5 121. 10.4'` a o L- t SEISMIG 4— � � 938 ';)t 15.1 ,.. 143 OREGON T -2/2.1/14- G � Y 9 �, 7 ,-(- �io1fH i 2 . 8 /9 L & K. »c-ri ot4s : S N Z L JA GCS : 3 2 + < 1 3 r 4.5 (47o ) 42 r t,F -1 / / K / k 5S5I 4 a I <____ (I 1 7 (3 CZ ) A / / / .A X / X v v (0114 (7 12) a i <______ SL 2 o 670 v `' H 0 I OM x 7 Z / k I2 SI3 # _ V V 30 Zo —� (Rti8) Fovwl0A-Tco...1 : /7ZZ Z/Zir //2! M = gq o, 110 # M a, IMC■J) = 1,135, I V s "1+0144" W (r4) mlo - 1311 PU 0---45 --, q # x- s6cn0.l = Z w: 2 (z.),,,.:„ (3* x 3') m (wY4 72) --, 45 Z isc kci ,,, g :1 ' F ORE .ON ✓& y a',, , ,,_ r 1EYPIRA Ipiiv T E __— .�_._,�- i 4-2`t2 Grce.... 8 ( .. — ' (IJcacief-SE men 15e2._ DEP TI•+ FRAMES : LJI4x74- T = '79 to 4 L,1ZIx4 -4. (I, = 8 43 U14x74 MR. = 222 77 • W21 x 44 M2. = 1 .22 14 uo. 1i 4-x S5 . M . = Z2� � I = 1347 t••¢ SIDE FLAME.-.5 : 11 X12,0 I = 138b \K4' MR, = 376 /' ' w24 42 S 3, = 1 (K ( MR, = 254, g 1 k ±2_ ± ? 4 (As G3 K44- gas -C EAo DES. US L (,J 24 x (o2 glEAM5 -Ca., 510S' -= tzAmEs . , /o Q 1, 9381 -c9_ OREGON r' - , 421 - 2- . ._ I 61e. 8 - 4 -f- I LAT- Zo - • /W M. EAN T C c kJ /4 Ec 0 NI )_ IZE.SLi L-rs : k1.0 PR.A.A4 es : (XLE) = e(m4x ) `4-• ct'l a k i so 14- \ s / 110 I 4 W she41- ....7 .... Latx44. 4 ., II- 1 W 74 I 184 2bZ 2110 -. .. I 3 t./2.-Ixe4-4- 7 LISIx 41- 11 ._ - r- N N M AY . .< x t- 1 ‘f. ..i- y .1 Id- -- .J _484 355, 434- 2 1Aft1 x 4 4- l• tA2-1 x 4-1- 10 5 I i - ) '---- - - - - - \ /ORElOW \ l' : \\ ----.---- -, -,... r / ,.., (,) ____, ' ------ `..1._;.--- -- - - --- - - `.:XPIF?„ EFA'j .. 1 4-2412 CY. o°- .¢- LAT - 2 _ MoMEAT CloNNEG7co/■) ) eGSLLT 255 l ` � W24-)(62 Z14 K 8 5�+3 I 432, W 2 4x 62 7 cs Q i 3 M otu K 2 M 5 k U 24-Xb2 Sol G 1 5 ' N <v c 9381 REt;O1N XF ..L„ 42R 2 - -L- - — - - ! - s -- —_ __ _- l.Ac"T- 2 2 --._ Rook DrAPt- 4M +0 ?L 4 .� .� .I► 4354-3 t 3S¢? 0 t r fr " - r 1 `M z 1 1 1 co o ets9 , Lrq & a L 0 T . 2233 # ' T "MST27 " FRAME 5/ s/-i • (IS(47S 4` ((i`3R6') WT. 1Z-00C- I21, 000 (2515F) IS +io (..r r. wAu.5 -- (1 1, Zoo (361 Pc F) x 308' 232 --s. (2)(IS,F8L) -I- 200 ( ° /.) 6.87. V r 56/44,4- 4- i /2" ft...PW000. SL.3 = 4-4 6 (. 4 --. Li = 4 G PL E 8 d ec.M 4 o (360 < ; ,, < S)% , ,, , V 1 !J � qtr - - traKSfer, r,e) _ (2, ¢7S / 41` = 304PI�F Q �, 0381 ' .. i 1)( fi r * K a a J - , s /x,i) - 13, 398 *, 32' = 4(9 P l.f � FC,oN r 2 P.7":44‘ (it siedep \ '/ °42, 0 : \.\ ,/ / STUD ( BoL -rs e 4S "Max.6(c. gce 3401c (44-2) ' - ,.,-,, (32o P(.� alp E 12.o0E- Dl P+-0 1-11Z/A-4 ^'t ; :1 4T. C r *- 31 1/10 be .CrAM L •firorG. N v /G q. pLF r ( r, .... i . . °14. (� M 3 '""= 194P1.F NI N )� --1). — — — — — — — — �---1 trats # (fix m e. T�tQ. wr WT: R 00 _ ( 2 1 / 0 0 0 # W T _ t„iicu.S = (1 I i Zoo (i1.1) 232 Zoo W , tZ)( = ( 2 i ?8° tt ics % , ) I 1 654 D iv = 34 1 ptEL # - 24 578"4:. ,� STQOS Z alc 1 7 73"/314")Oizoyit/35 /z -.:.6 1E = c zO (olc) (Z) p,owS op- 8d2 @ �'� 0 tG 7 Ch p(E.# ) N (1'r4'u(w) - 12,839 / 27 ` = 563 Pif --4" NtSb `` GollGct -a,•" j U.S S(M PSOI✓ tilt, SS r2.01 @ �{ rrtit-i'�te. r ,-�,- :, \ 1 * s tun r.s 0 rJ �cp— G 938 ' ` - 4 ' , 514` �� 11 �...1 GM ST 12 1 44.— CL = ) 1 �i�i»r «� 1 ORGON ` I Si a / P` / �e 9 ,' i 14 , 1 (0 ( (s� ��) 23 �JPr S /MTo Pi:( ^� 3 " Max _ o I G, F _ 1 42'12 Gz 8 - C A - r -24 '3 •t,00re. 0 /A p1- 1 1 2 A.Qtit : ('z R,AD2 SIM1Lova) w = 341 ?(..F 1 1 1 i 7s94-* 'Zo IA # Ix. j (!l a- Z M O d- 0 0 r 1 c' or o- r X • N 1 N T__ 18/S T er /, lbr io it 11(45-3 4) O WT Ftoo2 = 14 Zo a ' (3o QsP) Lit Pa.r4--1. WT. tdiatIAZ = 150 240 # (468 /Ft) x 308' 2 1 440 4- (2)(1 1,44.,) - = 25 (PS.S7c 1' V = 4- 3 _ - ; E D ' R OF SS % = 3 t 5€ * (34"1 PLF) lb e t @ 4,", L 5�' E OF-6-,'s / (32.0) Q .' 9 •1 9 ‘ nr( -trnxs r ..i.z = 1 o,loCC / 4t ` = 24 P LF L ,- ( -\ f�R•GON v KiFA', r /w) t 1 4 /3Z' = 351 ELF L 2. �� 1 � .� N.. r/ �.�,Q` �4 to ce @ 4-"oc G IEXP RATION DA E: ( 4. ___ 42-R 2 GIL. 1 8 S LAT- ZS 3 rd f` FtpoTL 9 /AP 142A4M : <2�r nµ(c."e.) it O 3- T N ' 1)- = 151 7 L ) ,e- ? '. o 0 .s ti, 3 C v- 154 P t,F — — — -- fl . M.‘..- ifY WT(Fi -z' = I4s (2-r (wAu s) = i v, 240 # a3,4,5-7 (0µ u,i c,A-t) "2-45,44-04- n.r = 880,17 if (43:7 v = 43, 88S 61. ?'/. = 2? , a`f ti * (435-P1,P) 5 / 8" 4) .s ,, (*rag,. r f,...) _ to ,q70 4 / 2 3 ` = 4-77 P 1 ir 24-'' o t G . ' . T (2) (cwt s a C 1.!W -r LS rtee 4-x "cot/echk ; tole ¢"a Use- Simpsop1/41 `i cMS7 ( ' L z . 40 1 P ° P . ; (set s aS rvo — et A " ii ∎i...s( MC. ) f ic. �� N t " r ��/ «, 9 a 3£? z ? i \3 .• ORE(' -ON �� `9 y / E ` 4-282 j G . _ S - 1- --- - - ---- L - Z� Dl WI.4-RA4 M -nzAt JS YL. a) EN ID P -tts 12, 42o t nr(rao�) = 3o4- rc.F ( 4-2' i 10,lo4 `U' (3 4 ) — -,- -- = 2‘ f LF S3Sn i - v - ( O _ - 134-PL.F i t4 I oetAe4-" d'i/8"v -NP- .. 1 (s iky WooO. 3/42' L00R i 0 0 1 J T i r J t4 o H 5 - - 2 , „ u et J tAD€O, T - o . RT 4-x10. 4 ST'`/IOS 6 ¢8 _ LI. . (200p) � �i�r� � ___— W�� (3 2- 1 G, ►J-n ri t o'4 $ 1 PT 4x (RlooR -S) i 1 , , 1 1 N(A-u kr : (4-(3)(44-3) = 3 # ict. 7 304 7 ZG7 7 1 3 ef MO C7 <, 931 F� Q �/ 8 9� I. ' E �, rJRE( )ON ■ , , r -` 1 ;Expip.A ,rs,,p, I 4292 art.. 8 - 4 • - _._7_ DisOAr i t r„\ trAKS"Fir .. . b) slog R7 /44e$ : s - 7S Pty rv- (3' _ toff f 0 / 21.2s ' = 514 ? L-F 1-1)- (2^' °) = 54q o / 2I.2S' = 258 P IF SPA pso ki Tit •• > /$" v oeu, $ ra- P (- f+mereze ) PL(wootA . 4 -N g 5 /s"47 Liazeo STVOS v4I•rd . e.._ 2.±_." ( .,,. W24-x‘2- , 13e4 r, . if 14d S t dv± k, Act d 3 «Max. olC,.l ii (Far -Ck t( It Al-t-c < ,w) PR1 Fi s 's �5 c, N F ;N 4 ti c � 938' t \� `1 cc- I t•fAtLA 14i : C¢f3X/¢)(4. = 6 d Z rL 7 s? S lam) ORFGOP >' -. _+ 1 ' 7 5-I+ -..„..... ?2 XFi ^T _ _ � i v (p_oc) ¢20 PLF c) SI4E W Alm — 112 -N SFer . 1 .r (3 rd ) = 3 5 1 PL,.F Ar (Z)o) - I PuF Sc co/A._ @ 3" e t G c---/".1:i3 - IF-.0F <'(2" PL`l Jo0o) 1 1 F 2x6, Si e It t c , , T - Slope J O Q toot @ II ►� ii r — , l 3/4,u PL`r we o o ( (z4) i) 3 [ii ..--;-:fi: -,.) - fIM B q2' i i1 ?7,, 1 9381 9 ` 4 ' frt -�ry D d RAM . 1 I J otS- • I/M.1! ZA pHF,cl1N f .... TlMBea rSO -� jm c (; SoL.iO 6toCC'i'f-Z7 . . :: - -_ I fS ti 1 �b . to �-. 3/¢" 4 x 1 '1 � � tlettlt,F I A.60iTS @1 oIe it I 8d @ 3%1c- (NP.) 'Igo (0.) i _ PIS-. • - • • . , „ ( 4292 • 1 Gk. 6/ S I • -Zei _- 9-FEAR- Lr - r 12A 1C Osz,4.L : 3 F-1,00 2. 1 SIM PS°' 1 ' 1+06A-" 2)(4 • 4cL4 EiXD d'F S FVU-- HI: — WALL- (w ( 4 x c. STuO 0 si vOs r - -- 1 b " olc- - - ., I i .. i I 1 /2 " PLYwoob (Z4- /o) I 7 .. • I t � ) 1 1440 Pt/F. 16 A coM 411016. i i Lt ca (. c 3° o (S'�' ) II �� f�S Srtownl. � iI ° I G"b(c I � - 4 I D G" 3 "i1..`(wooD e 10 d. @ irtsi � I @ Q c � � Q4G1 -� (.� nf; i Z _ + , 171 �. ( off. ra44. @ 2 0( . I / l 11 p r I (Z PL Woo (wN) 11m802•511 / Sou 0 f 01•0(4c4 -1-- r • Com-n 4 tt Out S 1 (l9=1 / - ttM8�2s - crr p /� R-IM Jo l s-r. Ile" / ( b = 4 ( 3 /"Mtr40 i o&. / 1 /8 " et) A I (- TA read /,t,,� (SfI( rod bf wn ``T /rj r -... . I/ G 4 r s, z 4 lo @ 2 ?7o Pt,F l lod - DE- ■ra(L-S G "o( . %i1� (IZ "elc fli(4 1 n i i i 1 ,-..KCC <c, k , 93:1 9 I CC G `-" / � I /J tl�2,"f Eb ORE SON 2�' (o STI� S ( l '� H1)64" 1 1 (O "o (c. 1 / —N G/ Y ? I * , / Ea t) .ics) ‘ 1 t/114 Csr v o �,, ( +x6 1CiQs• e 48 ' k) --r Ivor- Ds(-- zx6's ! 1' - 1 • 42 1 6& sis - 30 .w 9 R-- LIA-lk- 7f2ANISI` - OToott c, . 2 Ft.bo 2. . 1 5(m PSDi-1 14 2x (. f EAGt+ F S • Fuu. - I-F'T — -- (JALL— (W ( ¢ x (, 7 sTvo s) sTvos r I(o oI � i 1 Vz. " F1- Do (Z4f' /o) 1 r ''` } 1 y I �� I 770 1 to o IL I,•".1 10et Gam - 2.."5/ of of ( A GG-Ea -P) ,€�) 11 s Srtow�J. I 11 ,itz i I � 11 z 4 • 10 d. @ 4" oc 11 - @ 3). 4. "' too- ...0 4............„ o � G Q t G. I . / (D I roM . @ 2.." o(i. /I - — I (Z" 1 W o o o ( t vLJ ) TIME S1ht4 V / Sou � � 6� 4G t oNT1 N lot OR s N.= I"4 ") / - timse s /� R-tM Jo ( sT PT °i&. I % �- 1 18".4) A!! Thread / f ; i. CSf «t rid bfwn ie/ /DAs ) (04 IDE t .(Att,S Z 3 0(C. . t:6M. a c 3 "ors . R (rz"otc fine) frso l P�� 1 t( c .`f woo>D I _ I \ v �� F'� OFF I (/((lp �irutc O (Gan.' $1p s) I 9381 9 9 '� _ : , 1 t — r € o . 2x(p STOO S @ ( "� OREbON i 1(0 o(c. 1 / -\ �zz (41c to E1J0 5'1 _ I ‘._ 1 ? 4 „Sr 'j ' r C4 e¢e 1 - - -... =x tvoy Dt3L- Zw.'s ( ' _ ._....... ..4...97.7- 6IZ - ,f, c c P,-L A ►s c tit ,Tr___ t 3 o c . - T - L.A7 0 w - ( ' • ( SJ M P s o ►.l ' ` S'S?'B� ` —AI- - I S M PSO rJ N D 1 ,4-A" 1 ® ;. . ,„� 2 x 4 �< STvos, STUD, - r--t P. • <'IN psor-1 "HDf4 .11 • HoW- Pou,J, \ c.,< 1'— \ r �/ ��` )�2`'P . I i • 7 3/4d,_._, • u S „ l x 28' Au . -Ttfr s 7 �a A . b L. 1 1 6 XL g oncr`i Li 41 L (NTS) / bc.l o t•J r o z ,` 2X� ---\--- ______:\ S S T U p.c. I 1 l, HP14A " l}oc.O Powkl Lj / 1 goUGC{ OPEN)".14 `-, .7 / C$EE DOTE 19f3oVE) , ``/ o fU RQF�( F Doo�S : ' f j V S ti * 89381 m �y �1 A wiNO o aJ S . oR , Zc Y2z ,e 144, COVEP"` 1 I . 42 2 ?' C. T- a c� �� 3 z H ol_.D - Doi l KS . OETAt L /® • to x G. G -L Eg o 5fc. ,s-ND S (M 1 ki .) i • si _ !; ® � /3 c.TS . B . _ 0t 0 6 • 1 • _ r i .1 0 • iratPSo..I RD k • - r 7 6,-... ■i \ .1 .."..1•111511.." I ( II • �— :,1 t1 �x28" Io ec N 1 ' A-u, T - -rz � 1 Lc . K1 Smal, 20D I I A- Wclffl2 got T.. I I b ML 1 • LI 4 9 � s 4. • 4 0 0 P ty cArAS Nees : . FL YS" c . G E rL f X ° � #'c81 � `�"P � 4" 0' GON,� 42ct2 6Q e -t, I -- LAT 33— P o 0 Y lAfA l.(. 4-4 LO - Do (-IN) D ETA t 1, : 1 i . 4 I/ r &X to • 1. "E+DIoA —1,-- „ NDIoA ” -- n -1-FicK _ 0 o LTS I ' (1 t6...4L.) ef -- a 1 1 Do N� E(.-- , GoUk17 .51N K. ` (1 1 P. !�; p k � 1 JoIST ' , c 7 /8ti� STEE ■1 A LI._ - 71-1-R.e . ' ( -a ( I is r DS- 4 - I; ' i ( • • - F 11 i. - I i 111 _, r ( i t - / I)4VMT D r ND( oA" - — M N It3VERTED ;„ x -I;,, q� !' - I, ., a 3' : ► ,, n NDIoA NOIOA 1 -. - .( — I , _ . — , . .. . . . i . . ' ii ', , s - 1 • . 1 - . . , - . . - . SZE ►rJFoRCEp - CoN (../Au- ; t ,.,,c7)7, 1 ' ;,-. -,..:, . . : L .=1 r S1MPSo& .-----'‘ C..--_ " SSA 2i5'' A . i3 o L—TS c...6,, , ^\ ov 2� Z �y�. 4 sIMpSOIJ g- L — HO 'A" T -3 4 pokly (..,rAt,(._ {--oLc) - DoI„1n) DAL (® k ��k0f A • i�H 0 ■9 ;I �— - ii - li - M � '.B p �ru � c, / i ' (1 [ s ( 3o15T S 1 78 " S TEEL I I A u.. - 'rte -rLE� -o . ~" (1 lb El -.?' pops_ It I Ktve 2TE0 '1-10 &A �--- X 0_.-_ _ ,. N l V ,9 x q - -V I. II �` " -. _ ��. IZE/K1F-DCZCED ‘_.-------' L .-\ kV ��\ a 1 ' f -s ' S r t GPs b " S ST Q28" C � - C�r�- ¢2'2 tr I 8 (f C N 4 —1 11002S1- F44M To- CoUi"4 J J 4 c : 1 M 9 l 5 �` (Se a pi p L4-1 e pg . Z 3 (Sick -(rap .) 7 = R (S ((Z) /27.-7S it _ 44,2 K l3OL : -('` ' 4-(02 / 1. - 272 K- 1 4> A32s - 1.1 -°r 16.5 /6ot- (sts) . (Ib) 1".4) 11.32S -,I goc.c( ,Q (0 TAP AJ0 lib rrcw. "ti - G s � -= 12.83 r k b = 12 b' - IZ ` ` - (Z,1 CI Y8 ") = ,3-75 ± lM wh) _ (Z. 83 / 9."7 s = 1.1 2 '( -a /3/8 " t. M 7DP 'D 1307; PATE= I 1 LAVA 2 F�,) /8x12 Z8 i r— L124x492. 1 L— •— — .t— — c'.. 3 1/2. i1 F,0_.0 P OFr -6, • 4fi• � � G ■ E P s �Qif • Q ��, 93:1 v_ q U � ti Il V q /I 4 11 C,. — 1 —� 3 3 3 3 3 3 3 3 3 ORE. I ' V.$ . T/A4 C '1GP' y EXPIRATION par . �� 4-22a 2_ I _ 8 / �- co ? W Et,O : T = 46 2..Y -7 _. 462 / - 27 2 re.A. 27 2 � \� ■ � I` 3G F_.__ • , (owM - n sTt rc- s 5/8 T1 P1 CAC,. (STF Fm j€ Tb o, 27 2 It 7/ W(mcn) -=. - • _ p.S¢ 8 (21 IBS c)(2)(12 ") &RC. VE wE • or- SI0 • 1 Q «, 9381 ' OREGO G � • ?iM CG E�IRFT ON pq-L �I fZ'2 6r.. 8(4- 16 KsN -3 U E (AD : TO Gold tit W £ . It )3/6" P r pi? 11_3. 23 I k 23( 1 i —_ 23i Ic. a as ) rv- (weA = 23( = Ig3 Kc. ' .►. - 7 = l/3 Ku (20'7)(21 K s L ys.) = 21.7 k /t, use_ 3 /5" F,L(.E'Ts .3074 To wEB. Ro- rq (LiSIS- i-rtvtccs = 231 ( `(z) / 12.S 6g A1-- = 5-1 ks 7 MSc 5 16 " G2ooJ€ c. (:"�- ) use 3 /B" Fli..-r 6:s'- OP "SITE) //� N c)iNEF p'� / `` 93:1 9 ORE N ri ��, , \� ,\' '?2 ' i tXF R ii CA D. {' ..." _,I ' - - rts..1 819- -- Go al AJ - 1011-x120 CoLui►. STIFF£r4 O2 Ft..S (t. 1 ) 5/8 N Top tT3OT J W24x&Z i /1i. , 1 I" 1, 1 1 . IL l k. i [ \\, \ ft1 /8 x • 6 IZ x Z8 3/8,11 1 w l 1% • P W 2¢x (02 7 - Seam . , 1 m r-n r-n rn rn CT{ 7/ // // SEC[' cu..) : I -____ 4 Lir' Lie7-4) L 1 - W e 1- c -, Ft 1 " 1 1. Q < ` 9381 \ \., OREC (IN W l+ I20 �, 22, '� Ti CO EP " (PLUM J EXPIRATION DATE 4 x.71 2 1 8 (4- a AM) -S SI IZ (Vela-MONO (° a rJ e.C-Tt o r l : V P, a x = 88.12'` (e M I ) '1 F L- -5 /1 ;x4xIf.; ---: II Mt( 7 N ii.... . , _ WZ4Xb - T i - BM . k .� 0 ( (t - , =n) ,q e,j z2 _ - < 1 1111 -lk F I is 112 RA - to MAX. q. �� . 5/16," CowMh) Fl -ANI4 e - ,q¢1 ( n j 0 ----_k N o- 88.12 -- - I.7 S2 g (S) H32S- `` soc-TS . = W.. K /sour , g 144,t = 16" -- (4)(' /e t `/8> = I2 (O.3 0XSC3 KO Yr L evr ,._ k , Q r . % � ■ 88 = 0,23 " -1 usG 3/8 (� . ORE I. _ N ri R 5 1 /g, ' M L .veil r `911 1 G ! ? 2. 88 '14-4 wet4 r -/il,c.v (0)(.1 03)( 2) <.Fat-t)IEXPIRAT!ON DAT , 421 Gi r 8 - 4 - cokes - ! o GoKiNiec -no•Js Td DESI -'i 1 M = q MA- x . see .Co,.lnl - l 441 r4 5 V= 88K #2 A4 = 54-3 it-t- ax. _. 5e % Al G 3 °/0 V y ---- 55 # 3 Al = 27 41< Mot. x . 3 03/4, A'1 3 8 ° /"/ . V =33 /(-27) S+ ( SEAAA 21 �� 4 /3ol -TS : Up) /44 ici32S- A/ BoLTs a 2"0/c.. (b -) 1 e : FL � l8 x l 2 i( x 16r OR ft ! . 10"x t r) +- I 5/DE? )) (END) I II kl etz • < PI,A'f E -no Go W.n t rJ . (o K) '/Z " K (1") /`1P Imo(. A-Bo JE FLANt4E STI'FCELIETLS : FL --7 /8 -x x . see (wt.,...) 13 °TH •S10Es e E ct-4 C.o `f-. 1 VeRTIGAI, 6 oL?'S (3) "4, A325 -k) @ sit -c. . <(,. .0 ROF�s a tt �c G \ E °2 Vearrtc"t� 9LA-Ir : 4. x 4 x 10 � , 9 , 9 .� ®� I/ (5a weld) c J OREGON 1:1 42. fir. 8 — Co 1.1 /J 41- 0) GNec.Ie- M. = 4-84- e Eiji Fa M ES • T 4 /Z19.t.e. = Ib5 OD) ) A37S -rJ t3 LT . C IL 11.114)("14- 6.5 • ► s ► � ill ` W21x44 `} u u ts a; X10 L * ) ((3) ' V8 "4, 20.64 go TS • `� e Ft_ 1 �� 4 b = G 2" • ,r 4. S• = .4-5" X ID.x l Q ', T = 484 112) l 20. `l. . 28 l A p,. = 7. S I (hti -L = ( - (2)(1./76)) = P, ( �o l W(weQ) _ (C.S (20(2)(io) = 0.31 `' __ uSe- VC. • � 93 1 - r -- v : 7 0 G 1 � 7 Y 22. � t rFI Ai 0i:..;t: 4-2612. lire. 8 -1- Co J AJ - 8 i 3 Go J JEcT oA1 Al M4 x- 274 K T= I51 T' = 1 4 - (4. ) 1" 4 A3 2s t B o L.-r @ 3 "o1G, A (PL) l 9 / 36 _ 4-,4-2 1N Z - L.lr , (h) = 4. 4-Z/ (Lo -(2 )(1 = !1 aS -, use SA" il �i ,, ( (2)(iV8)) = 0.'77" it. 5 / 8 x1 x i 3 • • at I 4" 3" 3 3" W(Lit(I) = a4 / (2)(206 = O. 22 1 -e U se, % &zoov €s , 5 ou (> 1 P. T F � s Sl8 x /1 S I �51gxin Wt 4 7 t 7 (T e ) Z. sr i i, ; 44 _ I 0 % i 6321 r r i r / P i 4 ! t \'› �� I,-� 9331 9 NT! 3/8 K a ! "4 A 32S -� 0 REGON f..+ ,....,,,„...,.- „..., 2 Co WA4 NS BASE ++ V,+tiax = i l•& 1r V p (m-atx) = _ ___ 1 - 7 /6 "cl p ot£s. 1414x14 '" mom (l4 +l8") M ■ilP 0 1111 va o .1011 w M A k 3ASE �,7lg 12x I� -, ('1-) 3 /4!' et). x 1 S « j A , 50L.Ts. -t;lbol +) 24.3o# 1 Hoes • V = l L. S 6 % 4 4 / IN (14- 1 • t i .— vO Lit , - ill II! i +� el SSE 1, l I /4 X ((o x Ito 4 (4) ("4 x 24 4 AU — GLl~02 13 o L' . -t (bb !i ) : G oo o 1 AO I 5 lib V T't 9 1 &or t.. 1 �� c) `v /2 i 938 9 ��- r G ORE ION i / ` , , , i - m 4 ,-,,,c.: r _ �T x p (p AT to C� A f� __•___...._. I 4-21' 2_ Gr. •DNS -t PAtkiEt, oaE : Ll. -t L + I.85' E 3oo )541. 1 300 k 5 , x . 1 - 4 „ M _ 362 V = 183 F ` ' 222 14 (a ) 4 2 (3)04. -7 )(. 4 '') V = (.55)(34.Yt tf. (48" )(. 51") (+ (23. ?5)0¢ 48X-SQ) Ofv9.2)(1.I12) = a o2 4 300 ? o (z3.1s) +0.25) R A`c PROFF s � G NE . o� PJ_ __ __ EExce O O. it it 4 2 0 Q � 381 eirtreAt ,y 0 •EGON /V1=-362. G Zo 2 v &(Y .? 4\-\ ok T� 0.„ . i ND 0 014 LGT Z S gee? ( .0' EXPIH iii N Ti .�__- 6 7 6 _ COMM-H_ . ' • 2"2- . 4re-. ConinleC KE-e • 0 ELI D FRAME: (z) rrEcoP 0 e O ' . 0 49 0 O 0 0 0 • . 1 SIDE F-14-AME 3 Witzato. O . 0 O 1 0 1 1 1 1 ...... k 9381 CC ■ f-- OREGCN ii - .........,:,,,co,„ 1 ...._, ........„ .._ _ 1 1 . 4212 CsrL. 1 c is J4- GONN —12 -, ad . .... Top off- GoW M N) Co KS r.J E L o. L3 [q /*4 s #3 Go k).) Nom . 4 . 27 Nom) Il / / FL /8 x 10 x 2 14,1 3 „ fief) "1 , t, (kJ om ) /7 (6,) 1 1 1 I i W2Ix¢4- t (3 )' /s "4 4325 — •1 ,. 1 Q LTs @ 3 " o (c,. i 5/e" y . 3 /8 . x 4 x I o 6.5. L.:. , \ 1: to x13 (6) r " et) A-32-s - TY P. ► 0 60 LETS @ 7"0 cc e 3 2 3, ''K N GoLVMk1. /c A :, \ , F F N s �� jQ /k, 93 1 9 -{:,,, .‘ ORE ;ON T i I veV ?2 yl^ T r, i:c / • - . (14Tetezmeotpe Co L.,\I AA o■ e -rte : NoTe: • . 14 ,, " / Ef3evits 13 14- r r l 13 9,0PE . laDivi) w( r--0 • // 1 (ir k kf 2 i X 44- • • • II • /421 x 4-4- AKIN" L.) et Ns • : • I c • ■ it ‘' • 0 rgr4imm a 1 / ■ a. NEM MEM 1 — _ _ ,-- . . - - 7. - • - .. - . , • ai i II II ---kj-- imiStAz TO et. 1M4- x 7 G. ?Reit ott5 Co LvA4 Ai . P (omo-1) i j ___Ro,A .. e sk, c ..... i c,-s.., c , \ , , 6 ...... \ ,....,,,, .•,..,.., „,- 91 5 \\...?!..., (-- ----- , OR GON , \---\ . i / 22 < -/ . '' \ s,.... tim , •ovc:.r.> - .2 s e Cd�N- 0 #3 ...... 5 /140" i>. ‹"NrPicac_. -, W 14-x7 V < T.(Pc � 3f8"`� CO L. ToP AK! D II oTTU t% ft_ /8 xlo x13 1,1 (!r) 1Il L A325- 60c..-rs .. ■1 MN IS Ft, 5 6 Sri Fi€►JU2_ �W X �f PPT 13o714' 3 / g x 4 ID 1 0 SiOES NP. f ,.M ® (3)'/'3'`4. /432S - 6oLTs (3„c _c.) 4 l 1 5/I‘!` i �, '\t_L) `- OFFS �� I N E F s� Q 93 1 9 9 ORE ON • /MM' C rVt v„),'C EXXPinr'IvN DAq -_--, • . - i , 2 8 e (ibiJn(- IS #2. - I> < 3/8 k ., JWI4x (. <T.tPcch- t Va n \ cot.. To'P ANsD Bo -- TotA Ft..1x10xl w/ CIo i "4 A3.25-1 6ot-- 4 F t I " STI E►-la2- 1 @ 3 r u J 2' x 44 P� Qtrfl4 F� /8 x 4- x _ 1 sloes -r-cp. (eA-M ® C3) "c1 A325 -1-1 hours (3 "c -c.) (---z rP 1 T 1 1 \\>F' \ L" 5/I,1t 4 7. .___ \ ., \ tv PNOFF / s4\ N E / if ! <., 93:1 9 \ ORE I. ON \ \.? `lam Expi^np,T(QN OAT _...... 42/ 2 1 Si 4 - CONN -11v_ - e , . - Top o GoWMrJ GotJNJEC-Tto►J ; ..(Al ktP, r s # Gbx/IJ.) 27 it FL /8 X ID X 27 Nom. I el- M 13" ((o) t 11 4 A32S- 1 I I _ W24 -x62 4 6.5. ) it r" 1 v I r- -:- '-- \ F x l o X13 (') 1 "4 X325 -Aj 5 /16" ° 6oLTS -r /u. c 3'<2" 61q-. ,_. 3 ,' /8 rV 1414-)( 17-0 cot_vM'i . .) QF Q (<., 93 1 '' \T .."\ ,/ c ORE N -- 4.212 Gr2 • 8 ( Cb N - 11 0 # 2 3/8 A/ I <TYp(ch� x/2' V " v - (oP AtN D Bo it_ 7 /gx12- xVI Li/ CiO) I A3 /5- (3oi--r-s r rli r n r 1 • L.J di lJ LJ LI u ��g St. r- ►,lEYZ - V� 24x 62 PL' t S Bo -F noes T P. Ft.. x 4x _lo— M (,---- sours- (3 "_c) 1 i =7] 17' • • • /16 " \> . i 1 I '-F--..)‘,.-1: .. � J f F /Q i.„ �� " 93 ' l I ORE ON \(/ - - . '\>2 • EXPi ,,TkJ DA' . — 42/2 -- �i2- I 8 ( -- Ct��N :: �" < 0(CaL. 3/8 r, ' W14X(Zo GTYPtc - Co t. . S/8 Tu.P /4n►D Bo ( x 12 x Z8 .J/ £I(o) 1 „ ci, A325- QoLTs ■\ ■1 i MI 0' r t r r • / - 1 LJ Lj LJ 1,J L.I I 1 t?. ( Ti s r-CE►4S2 tA211-X(72. PtPT Bo-n4 (1 © x. /8 x 4- x (._. 6 ( M s i oes - N P. 1 ® (5) 7 /3"4 , A325 -'J C3oL-rs (3 "c _e-) 1- L_1 1 1 IT I li r-i Il\> 5 /16 • 1 6 — I 1 j cJ <~ J93 9 9 Fes i I , I � ORE ON N::/,,,, c _ r " � r .A;:in ;. 314 DATr... 42-42 _ Gr. 8 - S — C.42 - COLIM tI S : Ce-hfir 6o(t4v n : R (root) = 24.2 K- R (34) _ 43.' (z ^A) = 43.E II1.4 2 24-,2 © FT4. < 1 , 13 ' 43• 4Se, TS G x & x 5 /1(0, 13 ASTM ,A vo 13 ' 111.4 CoW r t - L./Au, : P _ ( 22')(! S'y ' esl=) ` Y DP- L, I (oK) PROF ,, \\ 01EGON 11-7 r P7 EXPIRATION 41.0(2 ( r. 8- S Go L— 2 POST 41 BEXM '4 geatm DI✓TAAL : grr�E+ .$)OS$ (- = i ") SIMPsor•! 3 % T w s511 a., x (2 ki TcI4e0 (BM To-8M) 6v a 5 2 I &(A3 4 • '/// • ' (9oT4-S)0&S) S/M PSok.1 _ "CG5 —ro X (v 'POST- I N - u t- 0F - u-it . 4--- 9331 s � 7 •\ �1 ORE 30N \12 91 T/M COVEP" � ^� 1 EXPIRATION DATE: 42-12 Gi. 8 — 5 Co t... — 3 •. - . _ .,.... ._, CEATRAG COL-UM rJ - 707 pErAi L: 5 5V 8 x 21 4 c.. 4 „ - ' 6 4 0 : 4 CC 0 5 C M r.) i I I CA?. I I I I TSS-X5X5/1(0 I TUSE Cbt.vs 'J r> I „ NIG 1/ -\ TE/BE doium 4. ,,..,.. - - -..... i'''' ■ N 0 °'c) *c.) e * (_&.., , , 9381 I ORE N , 1EXPIRATION DA.TE. 4-112_ 6v. g - s _ CO c, — 9— 130AM - L.JM►J (cet.rr/WL) La FL02 •s : CTrtPlc-AL) I TS 4 x (0 ,c5/16 6 x24- 4 -x 24 um • N a I I 1 Ger.( en 2 1- I M 5/1a VT. p. 1 (4) ) , ( yet.4.tx. • 1 t1 - MAX - 13Ol. I SIDE P1.ArT"E 5 r .' /¢ I ex Z 2" .-. (60 Sipes) ci 1 1 Afh /iii -P Tip _ I I I I 4r 5 / I pilt -- r€ . d I I I - i Fes-- 1, i /, /1 - III • 1 V . { \I \ 1 131E)42-044 !( 1 I PLA €: F l �/Zx $ xlg u n I u I ,� 1I 1. 1 / , ( 1 te MFR OF l \��,) PR FS 1 I C? `� a �'‘ EF s O 2 > 1.... - (oX(oX 544c, 9381 ' 9 I>. 04___. ORFOON r7 h ,_.pvE 42-41 Z l Gr • _ — 8 - s ' Goy -S .. PI,,AN DETAIL- ( getvvt = To - !,o LUM r4 ) 1 • . 91)E pt.s • - ro 6,3/1-x s/i ,,(' V BASE P `re - 24 510E 'FE. i4x Io x 22 -- r , 4 PI 4-Fe-4- 61.6 . 1 I , ___ j L • _ . f 00 , ._ S VS 5 It 6 (1 0 CO ■ % Q I V (( / 1 I 'TS 6x6n /I ' U 'r'HoFF\ � ?) ` N ' Fs 1/4, 9381 a OREGON ✓GA 2-z \`'\ f EYP,.4 ^rWNI DATE RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 1 Portland, OR 97209 Date: 8/06/99 File: GREEN3 Green Office Bldg Central Column Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 13.000 0.00 3 0.000 26.000 0.00 4 0.000 39.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 2 Reaction 3 Reaction 4 Reaction < Materials (General) .> Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10"5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in - 4 in SEC TU6X6X5 STL 6.86 1.2 1.2 36.30 36.30 < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 SEC 13.00 2 2 3 SEC 13.00 3 3 4 SEC 13.00 a . • •.• • : - • • • • • . . . . RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 2 Portland, OR 97209 Date: 8/06/99 File: GREEN3 Green Office Bldg Central Column < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 SEC 13.00 2 SEC 13.00 3 SEC 13.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 LL + DL 3 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 4 L Y - 24.200 3 L Y - 43.600 2 L Y - 43.600 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 1 1 Y -1 Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft/sec Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 1 : LL + DL > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.00000 2 0.000 - 0.088 0.00000 3 0.000 -0.141 0.00000 _ RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 3 ^ Portland, OR 97209 Date: 8/06/99 { File: GREEN3 Green Office Bldg Central Column < Joint Displacements, LC 1 : LL + DL > Joint + Translation + Rotation No X Y Az in in rad 4 0.000 -0.161 0.00000 < Story Drift, LC 1 : LL + DL > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 1 : LL + DL > Joint + Forces + Moment No X Y Mz K K K - 1 0.00 112.31 0.00 2 0.00 0.00 0.00 3 0.00 0.00 0.00 4 0.00 0.00 0.00 Totals: 0.00 112.31 Center of Gravity Coords (X,Y,Z) (ft) : 0.000, 23.702, 0.000 < Member Section Forces, LC 1 : LL + DL > Member Joints Section I - J 4 Axial Shear Moment K K K- ft 1 1- 2 1 112.31 0.00 0.00 2 112.23 0.00 0.00 3 112.16 0.00 0.00 4 112.08 0.00 0.00 5 112.01 0.00 0.00 2 2- 3 1 68.41 0.00 0.00 2 68.33 0.00 0.00 3 68.26 0.00 0.00 4 68.18 0.00 0.00 5 68.10 0.00 0.00 3 3- 4 1 24.50 0.00 0.00 2 24.43 0.00 0.00 3 24.35 0.00 0.00 4 24.28 0.00 0.00 5 24.20 0.00 0.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 4 ,Portland, OR 97209 Date: 8/06/99 File: GREENS Green Office Bldg Central Column < Member Stresses, LC 1 : LL + DL > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 16.37 0.00 0.00 0.00 2 16.36 0.00 0.00 0.00 3 16.35 0.00 0.00 0.00 4 16.34 0.00 0.00 0.00 5 16.33 0.00 0.00 0.00 2 2 3 1 9.97 0.00 0.00 0.00 2 9.96 0.00 0.00 0.00 3 9.95 0.00 0.00 0.00 4 9.94 0.00 0.00 0.00 5 9.93 0.00 0.00 0.00 3 3 4 1 3.57 0.00 0.00 0.00 2 3.56 0.00 0.00 0.00 3 3.55 0.00 0.00 0.00 4 3.54 0.00 0.00 0.00 5 3.53 0.00 0.00 0.00 < Member Deflections, LC 1 : LL + DL > Member Joints Section I - J 4, x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.022 0.000 NC 3 -0.044 0.000 NC 4 -0.066 0.000 NC 5 -0.088 0.000 NC 2 2 3 1 -0.088 0.000 NC 2 -0.101 0.000 NC 3 -0.115 0.000 NC 4 -0.128 0.000 NC 5 -0.141 0.000 NC 3 3 4 1 -0.141 0.000 NC 2 -0.146 0.000 NC 3 -0.151 0.000 NC 4 -0.156 0.000 NC 5 -0.161 0.000 NC RISA -2D (R) Version 4.01 ' Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 5 Portland, OR 97209 Date: 8/06/99 File: GREEN3 Green Office Bldg Central Column Y C- < Member AISC Unity Checks, LC 1 : LL + DL > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.983\ 1 0.000 1 16.66 23.76 1.00 0.60 H1 -1 2 2 3 0.599 1 0.000 1 16.66 23.76 1.00 0.60 H1 -1 3 3 4 0.214 1 0.000 1 16.66 23.76 1.00 0.60 H1 -1 < Member NDS Unity Checks, LC 1 : LL + DL > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -:- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 1 : LL + DL > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 1 : LL + DL > Section Database Total Total Set Shape Length Weight ft K SEC TU6X6X5 39.00 0.91 Total Wts: 0.91 1 0 0 L I I 0 L __ _ r J .. A •11, 04x15 - 17 D D D 0 0 r L O r L_ J - 1 L_ - _ j 0 r D D -- D D O 0 r _I D 4 -- - _ -1-6e7 )d - aro 1v)) S1 . �, 0 L -1-1V 1,8 Z , „ ry -,d csioumdaNno -_J - - -r s 4d-lq Fri.(— 2 FOUNDATION NOTES: GREEN OFFICE BUILDING 1. Office: 4" concrete slab -on -grade with #3 at 24" o/c each way at 1 -1/2" clear top of slab. On 2" sand blanket on 6 mil vapor barrier over 6" (min) gravel base over firm, original subgrade. 2. Provide corner bars ( #4 x 24"I24") at each continuous Bar at all corners and intersections, ,typical. 3. Materials: Concrete 3000 psi at 28 days 3500 psi at Exterior slabs -on- grade. Slump (ftg) 3" to 5" Slump (slab) 2" to 4" Portland Cement C -150 5 -1/2 sacks per cubic yard Aggregates per C -33 3/4" maximum aggregate size Water per C -94 Concrete Temperature 50 -90 F Air Entrained 5 -7% Note: The concrete supplier shall assume full responsibility For the mix design and the overall performance of the Concrete. Rebar ASTM A615 Grade 40 Lap splice 40 diameters minimum. Anchor Bolts ASTM A307 Misc. Steel ASTM A36 4. All footings to be founded on firm, original subgrade. u rrlub es j 'c? N f F 61/0 2 9381 9 OREGON 1 G ` y 22. � 7 1'144 C O � . 422 ' 6 �pN -3 FOOTING SCHEDULE: Capacities based on 2500 psf. O 3 3' -0" square x 12" thick 22,500 lbs. with (3) #5 each way at 3" clear of bottom. 4O 4' -0" square x 16" thick 40,000 lbs. with (4) #5 each way at 3" clear of bottom. 5O 5' -0" square x 20" thick 62,500 lbs. with (5) #6 each way at 3" clear of bottom. and (5) #6 each way at 2" clear of top. 7O 7' -0" square x 24" thick 122,500 lbs. with (7) #7 each way at 3" clear of bottom. Materials: Concrete 3000 psi at 28 days Slump (ftg) 3" to 5" Portland Cement C -150 5 -1/2 sacks per cubic yard Aggregates per C -33 3/4" maximum aggregate size Water per C -94 Concrete Temperature 50 -90 F Air Entrained 5 -7% Note: The concrete supplier shall assume full responsibility For the mix design and the overall performance of the Concrete. Rebar ASTM A615 Grade 40 q �/� << r 9381 • 9 . OREGON y , 1...1 N \_/MCOVF F ° � jE XPIRATION fAIF 1 _ .\ A 5TTM UAL-L._ SFG"ri o,s ; I /"pLy WO. ¢" MAY, .Brat G1e- \\ . xC. w s e' . \ t , y _di :a . \ \ Go NT ? . r / / / / / / / t / 0 k_z- 10" N - 7• .. / b c // ..________It+ L. T. - _ - (2) 4t s CA"T / - 3 "c l,rt_. Cdr. • flZ• /rT /l i1 /G/7- `% \ 4 8 I 8 it J / / / �r� ,' H (Ape S Zo 11 . i c , N E s� / (<, 9381 ' fl OREGGIM i i G� ? 1. '�, . �`M' _ t 4Zet 2 . 1 • 6- � 8 — L I R9 rJ -- . -- ( ( 3s \\. 6 N. , I . \ To? o F WALL x - 4 Nvr-t @ 13 ..'� 4'1, J C rf EOtc -t F T—PrcE . At4 U. PN . j gAcr (A.-- — o Q 1 -t 4- Lvez."rs @ M 1 S u MAX. a I L ' • ' (;tee' o 4- "c� PER-F. 1 r n, D AY LA rtT.) � cv C D ,' , N. ...._ ...,........... . _I, 1:. . .. , (2) #5 Go k T, dJ .91 4 . 4 b 3' c C 2 6 a"T: L' ////////////l//I/ j I it II is 4 12 / i / . ,,c\,,,,--co, Fssi 7i2. /' (C?� 9381 9 ` 9 \ (FTC) PR °__._) ---\ OREGON % 1 / 6/ „--‘,/ / r .` 2 2 .,� ;EXPIRATION DI 2. Z GsfvES+J 8 - 6 - -- - ED#.S �oo-ri r�1G- - p i P (i tc 24 J, , „ ,__„ gQ. , ■ q G �, 1 I / / / / C)C) N Sto -fz- pc,PrrES (92 x 3 x 1 z o v.) _ ■ - $ 4' . _ ® 0, 1 IC) l 6 I [ - - 1 (4) 3 /4"4s !8" 00 1 A.6O S. 6PSE ftATe - SEE co^! N -1 . I � �IN a � Q 4 .v 9381 'S �. OREGOI i . 1 O _ `M CO,v 'NX( XFIHATifiN fl T.F __ ______._.___. Co 2rJ E2- io o 1►J 4 Se rt 0 t.1 . ,,' p j i 1 • (8) . 5 L U T s W l # c{- GLos TIE S 3"491C- S shwa.) • c d. c_ \i l -- �. A . 1 �. SIM. // /1 / / / / / i , / / 7 . � \ \ J P!OF6 -- 0 � �� ry � N � F F /C /ji '\ l 1 ORE�ION I "l L;,\:\y,:-/-7 �'r n i. ,E ' - , .R..w :„-,-,ji: L . __ . . • • • 14 . 4-2cl 2 &r.. 81 ^ -- 1=-PN - 8 FooT1 k 6 / pier_ P LA NI (4-) l ileti X 2 4- 1k A -- e A - B a t,Ts . (piz ..T . 3" ) / PiJ•rE (,,fA5H — AT 13 . ( - nKM s'r pL A-r - '_ fL S/S x q- x 1 Nk r O _ __I L 1 ,___- . -p 4 - __:, 4 ki T s-c N= -1 4111 15 r - u 41, \\ C Q 1r. _ , .._ _ _ _ __J .._. 8 f` 8 11 8' 1 18" 24 18" J ;.:2 1 �� c, N /(.2 '-7' Q 4, 938 'r. . BASS p( 'TE. • SEE Go r t — 9 . oFtE N .;,y?? 9 ., TAM CO E.� • ' . 1 4_2 , , J.._ Or. , 8 - 1 • -Foo-r,, .1 q Se 0 '. • . , , 1 . , al-4 IP 4 GiA,Set0 YI es1 e l'o(c. • :. .: 1 i ----4, \--- • . .- grim .. . ICIUMINIPTAI . CS• . ' . ' . . . . . ... • • 1 1 ' * 1. . 1 i Il . - '..-----IL • • 6•21) 1 1 i 1 1 \• r . VAS 1-VER-5 I 1 1 P . . .. / . /. a ,fs . i • 1 s , 1 () 9 ■15j N l 1 . . 1 , . • F 0 . o , //// / / / i / l / l G G i 1 1 1 : 1 1 ' ‘ - 7 7 - •,t 7 5 4 -' ' ''' 1 , ---G-- 1 C .--- \ OREGf)IS f•' • , -,,,, .., / F —x:,•;,.7,-,.-1-:7-1--------------.1 0 r-00 / P I ew_ PL4 (4-) x 18" t I A $°t (PeoJ. 2 t (2, T114sT P to E S I i I \ L— — 1 ,.,(t Gct � � r I i el t , . i — — - -1 N� \ 0 \ • .-_- SrM , cA , I _ I Q 1 j $ L _ i ■ T 1-- , ___. ____ _____ 1 „,,, H Or , 1 , i_,....„ /�� , EF J /C \ 93 1 \p 8 1r 2 4 t( (8 If `r"1 ()HE, rUN i .. 7 r, 4214 601 . 8 - L • FD/1- I l Foorn 4 P L /k►.1 (¢) � eiD x 24- • a . Bo c-Ts PST- 3" • i tS v Q 1 (T 4'(2 • a , .t K; U1 � I � � \v1 \ V N t F s/ � r 9381 -C 1 (REGC _ _/ VUJS21v ll 7-1-> .8C6 a� \�Oj a N 1� 9[v ood d da.L • 3 d ps of 3Q "L N w10 a fl nL 9i / -bs' �� gi t �S;dfl 91 /S k 100 35v g IN W( - )v21f7 smog' ad 0' -6 x c 3 ' / 7 • • ; ..• . . _ . .4, 42 8- ipDJ - /3 . . , 0 SI4 2 (,SA u_ Pocrn 1.S c ' / Z ' ` P!.`{ LIO0 h 1 3 t3 - (1,k s l o- s SIMPsohS s 14014 , ' : A t ' ©4 E. EN ID OF 14 - (kJ( (oX 6 ` D r� -; . dos r , v P.T. 2x to PATE ( .. ) ( �; ¢P ' ■ I -,... • o , ® ® , 5 , i., , . , , , . , . , . ,. I • #5 L Vie - �G J (2 r ( # 5 60 ■■, . itAiliatC Top OP (0 LL = Zo = o ' /j✓.) � , ( # !. d►�?T: 3o 0 E— wA. L.L. - (2 bof..) o ; • ®® - # 4 & R. ``6I /,V // // / ii Gloss- 6A-2 I --- (3) it 6 Co, ! 3" c LED 4 - o 8 " g t S k a To n 1 D N (ehl4 U 1:ZP G w � — I / ,� - co r, ore 1 c �J , I N E F /( cc: k/ «,. 9:3dt - !y 1 ORPti-ON \ Voe f , -\ \ / / ' / ■ 1 • 2 - z. 6-re S b - PD/4_- FRAME R G - nots a ) EM 0 F2AE see. R = Zs 0 Wry. UPL4F = (O. s Mks. co _ ( " tJo MoBLeM. Fo / AM o /.1 (. ) T 4) F-00-Ti r. k OP Puy b) STEM c I) Lt (.- (mac Pt'f Mtn.) VEn(C Z (wake_ (J ) LIMA, WT = (4I)(4-5PSFYs• 33) - (04 P LF ( .) Is, _ No►J - BRq. WALL ( M 4 t x . ) u-t — (4( +zJ(So Ps = 2Isd PcF_ M (4- FT Lit 17714 (OK ' � • i�\ � o : oFF SSi ,. / � aG FF O � �, 981 9 y� OR GON .,.- r ! n A ? . '••i !) :, E 4'2/ Z - Grce-.&, S / b _ FD4 b) SI PE - E,(s) CSe - LSAT -- (- R (,ttA = 3 4- S (LL -k- D L-) R (MAN = 7D 4" (LL -t-DL -t- SEISMici -r R _ — 23.417 Mfkl. W'r_ = 36 Fir D.L. 13R4. WALL_ 1306, p L,F t (I I)(2)( 0 ?SF) = U t o wfi. t /So + Zo c Z P 36 = w r CF + ( b)Ci4' ) /kW. krr.. r G 6 SG - LJ7 w 1 o Ps i 0 w = 1 8 - 7 SD M = (2)(.3I)(4 °)(3o /i2) = 62 k" = CI r ( #S GoNT �-c-cL — _ ( Z.21)(1 ef )2- 2.21) (14.2) Z _ 62 olc I 4,, e ' 9 °I V\ 30 ir ox�'coN 1 . I 4212 1____ 6s2 . 1 8- ' F-Dki - I • c) SN €i/2. t„Pws: 3004' to r ÷_. 13A-SD 4 M oz = 8 1 o kI M ft, = f595 I h Wog = 22o PI.F k . ((250 it LIT_ = 7 /•4 a. N LI D c. ZZD I x -:- - /' ` rt- - M dr /1. (4 r r ,<_._. 5-47-0- (a 1' Tr q frk5;• , : i Is i C.5 44' i''3 (3) ( .P _ Z4-2S" P-s •t- f MoT = 89fl K (89( Z*1( ?S C 2990 ( MR (A4 /IV ) = I 33 tc.► MR, (Pi-) _ ( + (4“)(¢4 _ -7 IS j M2 (ft =-. ) GZo K' (re1vired ) WT, CF (4-S 12) W-7. rGro,i„t 6 12 P •-, G 1 ° j Zoo 1oO r 100 - r4 1 1 1 11 0 * 4.* : So l, p .. ,.. I f o ,sot L ( 6- 12/r/6L , , "�' r-- ,/: JU 2S/0 1o" � `' v 938 1 '9 J0 � 24' WT 870 p - (esbt7d) C \ (,RE,G(i)N y 92 \ O, , c� X. = ,-Th rR _ f _ J . T F _ . . . - z- 2 _ Grz. l •- _ �fl� ►.�__._._. Foo 4 2 3 M 3.`78 = (1. -7 X7 5 )65'. 7 L-)(L 5-s- ) -f- (0)(7s)(2.2RYG.s/ r ) X35 A _ !3S C�2� S (b0 L) _ = (.34C 'A (3 #(o 4o (3o ") Cadr B " ' f •) t-- eko (I2) _z —, 2 S ' 4c) (30 ( G a , j ) X ) C)F . . \n v (1.,9/1 9381 s \, • • y i J hZ pi. FP KN -18 RETAINING WALL PROGRAM: GREEN OFFICE DATA: K(HORIZ) = 30 PCF K(VERT) = 0 PCF. RETAINED SOIL HEIGHT = 1.83333 FT. SLOPE OF BACKFILL = 1 vert TO 9999 horiz MAX. SOIL BEARING PRESSURE = 1500 PSF. STRENGTH DATA GIVEN.: Concrete 3000 psi. Rebar ASTM Grade 40 RESULTS OF COMPUTER DESIGN: Footing Width (total) = 1.833333 feet.V (2S Footing Thickness = 8.000004 inches.✓ Footing Toe = 4 inches.v Footing Heel = .5 feet. v Wall Thickness = 12 inches. Wall Height (max) = 2.33333 feet. t Factor of Safety (Overturning) = 4.773448 Factor of Safety (Sliding) = 2.166601 Overturning moment = 135.0064 lb.ft. Thrust = 135.0042 Ib. Retaining Moment = 644.4459 lb.ft. Total Weight = 650.0008 lbs. Max. Soil Bearing Pressure = 508.7709 psf. Volume of Concrete per ft = .1316872 C.Y. /FT. Volume of Backfill per ft = 4.321028E -02 C.Y. /ft. WALL STEEL .5833326 ft from the top = 5.625812E -05 in.sq. /ft. WALL STEEL 1.166665 ft from the top = 4.500193E -04 in.sq. /ft. WALL STEEL 1.749998 ft from the top = 1.518862E -03 in.sq. /ft. WALL STEEL 2.33333 ft from the top = 3.600703E -03 in.sq. /ft. Maximum Allowable Steel Area = 3.341006 in.sq /ft. #4 VERTS AT 666 IN O /C. V #5 VERTS AT 1033 IN O /C. #6 VERTS AT 1466 IN O /C. #7 VERTS AT 1999 IN O /C. #8 VERTS AT 2632 IN O /C. HEEL Steel (top) = 6.010507E -03 in.sq/ft. #4 TRANSVERSE (TOP) 399 IN O /C. �/ \ <(. =' F S #5 618 IN O /C. � �� I N . E F ��y #6 878 I N O/C. 8381 #7 1197 IN O /C. #8 1577 IN O /C. OREGON TOE Steel (bottom) = 4.187658E -03 in.sq/ft. ✓' 22 ■ g �� #4 HOOKS AT 573 IN O /C. ✓ TA <n,0 #5 888 IN O /C. #6 1260 IN O/C. _._ _______...._.._........._ #7 1719 IN O /C. lEXPIRA ?IvN #8 2263 IN O /C. Temperature Steel: Wall Horiz: Footing Longit: #4 H AT 6 IN O /C. v ( 2 ) #4 CONT. ✓ #5 H AT 10 IN O /C. ( 2 ) #5 CONT. _ R2 I a72-. • l ' 8 r s . _ g-:J__ P PE'T : a) P(Z.o T WALL / 1l»(? _ L,!A LA..- 1. AT RooF ohlL`( 2.. AT SIDE FR2AM ES . 1 b) ErJD LrAu.S ( bes;da END es) . I f t . LASE SAt,t -ook F ZA t.tNiq TY Pc cA-u i N \.. , 4 + / N- V V O _ O I 0 N 3 q® (" 938 '' �9 OREGON 1 G 1 ' 2 2. `91 r0 Mrn�E a? ___.___._- C,04:-C\-c," ___ , • 4-2-9 2 G,2. 8 - 5 - 2 55:ISA - Go : (MA7t(µuM -,s' ot *- �n a Y r S'T'tlDS ( u 134I( 00 K " ) Vi o ,13 Z I , ISo ?I.F it ttr- N � f il \ < j J'' k-- o Tie. I ` TcAQ M 1i - I / Pa ` 3 Q. 5oPsr- #' _1 23844 . to (+) • °- �- l 2 x 2 N DF # �v M / — -F--) 110. �• _ (2.5)6 3 4')(1)(4 -) (S� Q s� p, �'�) (I.4 -) ) - 43 Fs ( a6e�ie r.o4) • f'.2- C3)(1.4) (�� MDT_ : RAPT —s "- AT 2 * o (c.. (2) 3 /s x ? I Q_ il0 #1 Cslu.14m..- rn 0 FS • M4x. A = 35 / R`Sr o . _is, (4 � -K'� G N EF s % � - N (� (� 44., 9381 9 9 �' MAX. Tt e = 1+ 1 (mil STUD. D. OREOO , n Y? ?, ,,r A rXPIRPT10N D TE. 421-2_ 8 - S PAg -3 TALLEST 14At,l.= - 8 b Ps F (MD • I 217 It 24 PSF 43 32/ * I7 PsF 111_0o 81.44."• - T1E. 284 M. = 1823 # t7C-t. t 24 I 7o6 nt,F F-g,ms-r tt.l A w C 52" PARAPET) 8 b (ASP) 86 1 113 26 tt. . 17 T #- 182 9-c• 4 +33o = 7 31, l3S ZxG Dr- 1. " 2 I @ Ib'a 4-33 PUF E F "4" q, 93 :1 9 9 270 ORE. ON V C ((9 u e(G. _ _17,12_ 1__ &&R..._ i - — - 1 8 - s i Pli - fa — 12.042. WA U-- (30" p2 -- 8 6 IN 1 6S 2. 241 IP I'1 . T 12.83' 2.51 15.33' I51. Ali( =135 +17z .2.2.2....4. t a1 327 PIF SIDE hlPtl is (e hs VP it Es (3E7 b EKI CAST - J 0 wA11..(s : 71e = 4-33 ? l/F i 32 Pt F ma-C. _- (4 + t.33 ?/z = 2.c.-7 ' (wi dots) ¢=0" stiAtc. me = 8'72_ IL -+-t, 11SS / _ I � r 4 -, � c ., \ N E� j3 P ,,''' 9351 s \9 c� OREJON ek 77 c' 0 `EXPIPPTION T E ...._._ ___. 41et2 612. 8- S Pte- S c,J p SPOT f4 = 3 x 9 (22-p -v4) ("TAU,") 3' /6 x t Z (o k.) &(-$ , 20$ q Q+"` ,-F : 0p - 00 90 N 10 90 co • t _ _. _ 1► LET = r 1 - DT_I - -- J - 11 Tr - 1 - - µ OD CO X to Ti X 4- 1 1 1 1 _ d Z 4 ..E._ � 2= � c se � ¢- 2► '►aA6. TRta• M- _ (1)(1823) = 12, G380 Few' d&P Me i = 41+2- -.... (Z) " HTT22 L. 6 x 8 PP -V# l (Zx) ! ! /1/1 _ (3 Yg00 `) = 210 Me 3 = 13o0 » L ¢368 vt= —L- *2 " (4 TT It Colo Q < 9381 ' I 5k 41114 S/8" 4 x (v n LA4 OREGON 1wro f CI4 &xv. ✓G ( ' 22. ` 91 1 /M CO E j EXPIR ATInN D 1 Y 429 2 Ga.. • 8 1 S i PII.2 - (. f ietg PGT l 1 F- Se cTuo fr.) : ( Cew.49,/ Se L *t.;-, (-Fw r C A. ) T r-13/4-" s /$`'d)x a' i-Ai4 8o -r N of 0 ,64- ('X 8. 6x8 ` if $IMPSO►J ,, k'r" ' 1 EAGt VS PL`{ , oD. tvX 8• \ LTe71 %�T1�z 1 - u . I SIMPsoK) " Hu4%10ti4.4 ' (Put-L4 JAIL-60) (24)16.4 gal is... 1 12 "Ft 4 tAlooL pow6vE Pv�� (t�esi4L SkYti5kt) 6X JPtiMb J STvD Corr. !3 /¢t' x 14'1 I �D4 f (11 304 Com. ,JAILS i'4-r' c I-+ (x8 " Cered < < i OFF �=3/16k E o f - J(E g oTE : P R.ovt O E C I S1M pS o rJ " r-rrn ro G a 1- - �/ Sl$�� X G" LA l�rro �4Cf-E 't OR ON 1 4X 8 STUD. ( See PPr(z. -9) .207" x 44 `// Y 2' . /` R ' 2 S6 7 (a232) (14) Sod nr4r4_s I ; ov << __.... 1 42-12- Cs2. 6/ S P/h2 - 7 P A p /fir r S T / 1 ? . . o o F- St, c-c , c h 1 : ( C G v . . - 4 - a , / ' . Se c,-4-1.4; ( r.7- L,--eA, } ) ( 13 SIM ?SO a"I 213 II 2x8 Laces o� c . o . 1) 03 Iry y2 a ft..`f libillibbi- . 11 ssM� -so " 1TT414 • C Fvt.tr J�i ) (26) I `4 oral t-s... . 1/2" PoitAfooD 11 IlltillNNIM 14" J - S @ 24- / corr. ,3i¢''x 14" l.ED4e2 wt (0) 464 GoM. NAI(i.5 I -s ci4 . .2 x 8. 4 11¢ 19 ,, v ) .urF s 93g,, \ T J 1 G OREGON ✓ ( y 22. .‘ y1 › -. r'/Vl R = 700 - -- -s � 6 D q) --� �4:) I & Go M • . : - , 1 ‘ : • IS !A-a TAB. Vrre E-T e-rik C-rb -P) (3) l b d Go,,K_ eks0 £)4cN 2x 8 . (NPI • S'TOD III 8 Co )T 2x 8 D Ot4 L,e- —��— -toe NA-res. I, 1( • e SIM PS0 T`( Pte t- "LS-7o„ 2x a Bo Siva 51 DES 6 8 4x6. Z PLywD 6x 8 ¢xp sTvc• ()Fe' �a G 4, 938 9 ��'A� )r . OREC•N � V (i`'`.ax _ (¢3)(833) f (80 Hiri47.) (s55 # (6 = 2 1EXPIRATION DAT I F ¢2412. 1 6/12 - 1 8 -5 r _"1- LIS 04 66 S : 4j = (57))622'/2) - 550 Ql.F 733 ip Pte" I6. "0( , (4.371 I loo # P e.. 24- `1 0(4.. 6) flE E.ACI -1 S'Tu0 To no d R.00>= PL•( LAI ooD w ok- -M. I Sl M PS o nl " -} 2 13 1 ? aUA�/I,�S: Iv(p. ('c 5 e 1( ,(c ok. Ve "(32/lL.) PI-`t, simrsor.1 ly V— " ?HA 218 -2‘. I • ,� @AUG ii• " I'rT414- DOLABLS 11 14 t ` TJz 'r f (Beside- 11 e 2 hlindour) Go -TiN u °' S TiM QEY-- S T(4 etq t . ( ro = i' %- " m ) (&) 1(oGQ (o . LIAI LS e 014 STuO, -- NPIc u. * gA UALL4 E AS PAN14€12 = I Sq_ # > - 577 # (3D% ) Zy740400 • ` • • �aEo PRQF�Cs oN -Y. • • s (c, c ,' � N E v SW P.SO IJ 4 c `` 9381 9 � 2- —Noll "TRA213 • m OREGON • ( Gt r 7� l o 4 MAIL. . 2 2 . ,Q� 1.7 f S /DE . 7.44 co`` At- ,.________________ 1 � EXP1aA'IGN U ■ +f2 °I 2 I G 2. I 8- 5 'PA-f- -to ._.._ _fr' f ;'1cc -Tu,c ., aA -1-4., 1 rZAv. IN] 4 (..i( W NJO o w S : (Ty pi cAL.) M1 N '' gki.1/ooKS " pfzAM it. 1$ . i J ,J 4. -s x h x , • x x x x N N N �' N N N • �, I i 3 n , 0 �4 o 0 Z. o C. 0 Q Cii SIM Pso K1 n 't- AZ) — Z @g Qi- 0 S.. _.o._ _ .m �.__ r. 7.0- �3- 11 R.00F PLy. J N O i „ e s D..... S • Q. x -,t, BESIDE �4 C x • OMNI -s —,,, 4 N 1 Z, ) ttZ l PLU s zrzr i e2 ) venom- • • . �' 3 46" 6u 445" II TreAs. W = Z-1-8" ` / 4' • a - i- _ � v 32 C Z • T = ( 5 5 # it T? -/- 2/8_2" (Z830 77 !IS ii. (3(%)) x 4/3 CDO SA -. M55 #' (19 -101) (Z. 2x 6 DF _t, 2- K-) p PR• 6.- <" ,c1, vNf f �,.f � 4/ � 9381 9 Q =IIMMEME®M OR • / -_t 2'1 1 1 4 e 1 ' t G a y 22. l'''-'1" l bra �� r�M �G..� .c_ 1 Il I II I u G, b 4 ,„ — 5 v q 5 C-7" l F X P I R t, T I O N DALE 1 __ ._._._. -z _ l(HI e -i - - . _. S S PAR -1 1 _ R oop D eTAI 1. e, eg o w u _s (E•iD '=(L 1 as): Ad- 5"/MYSo'J "TR 3 it @ �oN FULL--HT- Zx ' S vo . (" TH-A 2 I g. --2-" @ 6 .. Oovt3LE ) asses—inia e... '(2" Pay W000 Fi ._..- 4 ft,,. G / — /wor/A i . '' E T -2 " Zx� sTU0 s I 1 1/////1 e."0(, (ou6 i 1 2xGs @ . sine. � +G4� } W 2 I x 4-g- o - 04 • se4M. friAmiillowimmo 1 1 4 ,,, 9 PR s, ( <: 938 � � ,.1 I2" OREGDN /7 4 ... .:.::....::. f 2R2 C S - 5'' a, -1 -.. QAL,00►J PR, AED WALLS : 55• Pt-F LL -4 D1_ \ It 44b ' r, P&P 4 190 u(31.E. ZxL S 1 Ftli .- N 61-PT RFS' IA Q��+ c'f 4 I N 4. (i) 2xl • - CTLLH./ -.ea GOALS EA. 6,.ro _ 6... (4-.0 + 1.33) , - rru t3 . Pee- S rL'o - - �2�( - _ !- • ( 28 p = 0.33)(44-t. f SSa) = 1? 28 ! P 2x to -..-c'. .2S i - z e ` 23/4 +. • C/4-1` + ` i - G PI 1 M = 553 - Sx = '1.s 8 78 Ps: Z / 6 ( ps i)\ 878 + — - = O.10 o.R► - l.o( l.IS 1 5070 / (13io)(1_`!) o (G P E , oPOFe J : 1 c : 1 NIE E `c:1# \\ I � 93 1 9 v I I ✓ GAY 22 \�� A IVO EXPIRATION CtTiE ,___,...__. i 1 _Alta,. 1 G.-12_. i lwALL -2_ gAtA.00•k1 : SNO0 /2 t ()L -t' (.)ii.10 •. r . 1 /2 SijViJ : 413 PL F 1 VII FC' = 507.5945 psi. ■ E = 1600000 psi. K = .3 W 1,4 1) (4) c = s (S4Cf��) FC* = 1000 psi. (164)0.31(1.2) FCE = 612.2449 psi. N = Z t ps F COL HEIGHT = 154 inches. Ke = 1 MIN COL DIMENSION = 5.5 inches. P = (43 + 4410 ) = SSq # /:Ft. = Il45- ii/ Mid. = 13f 10ri (ext.) N1 = (413)(6 " /1z) t (2L)(I2.s3 = 70'7 l i -C I I22 Psi. 131 2- (1122 + - 0.08 + Ill _ 1/8 1 ' 1 1.33 So? (1310)(1- L3q / , 1 2x (D's OF — t. # 2 (o i 7::\" G , N Q� Z fen (-11J. /� k, 9381 -r 1 OREGON ; 111 • , 4-2'T 2 « r- S 64 u.- 3 1111 N N N 111 , ..: , RE I Kl 4 wA w ( Go1,4c i _ us L.) : 240 111 1 111 1 4 11 - - - - - -- E - PL't ,..+ Q.0. 24.4 pc,t 2 J c. PCPrTE x LL -f-OL N ,ca = 4 4 Ps - _ S9'o `l8x F c ` Sod Ps 1 F (.IS x P Fu u. Brt -► - � .s o X N V6BS0E2 - /k0 )t .3 g N ( Rem yae 7 (VG ` 9 ° N K N o X N s x 4 N SST ....---...„...–.."----....„.....--,...._. \......_ Prr.. 2 x& PL.. ft 16 . 4 . . f r 1212 14 I r z l 11 " / 4-- 0 1,L+ pi,+ S/2 t W : P =(23et t (5 )(2. = (0, 138 # ( -10 Pit , 5' � < - --- E `So F O Z iii e �,� 9381 ' 9 M = (g9.1)(12 .133378 /8 = 4-z et 341 ps Z, �� - (34.1) OREGON 1 � 22, i __ 410 2 . 5? + )(I –ALL ° ) ' - O. (PS + 0.'71 = 1. F+ 2 `� -am f 13 !D c►z (3) 2X Gs KIKJ STVOS �' cc��`; _r_.. =XP PATRON DA F (45 mPWN) 71-1(5 C.F., C;:-. — 42-4 2 Cs2. e - 4, • Lc. Bfl4<230 q („ 1ps .S : (T`fP t core✓) +(41) 55 /C-b 4- -- o `\ W1■doku e � 51-3 o(c. � -i N L AU. (AT = 5o Psi 99 0 / f-,b. 7243. .3" - 241 (av14.,) - 0 _, N ' - 1 . N 2osn 1 0S30 I. -N, J 4SSo x 2.t'?' = l2, 229 FL-F- 1 AGis- _ ('.S? i (2.3 - 7) 2 x Iv s s. --4 (3) 2x , ( _ 0 ( 4 2 ) 3 x ( 0 . S'T✓lD.S -9 (2) 3)( _. ,.. ....,p PRO is -,.._ \ ■ N E cS' jO, k, 9381 ' OREGO v(/ °'22....\' -' i s 2 EXPIAD.TIONI D TE .. _...._� ` I I qq 2 . c-- 1 8— "" 5 �,� G 14 = 5 x ( is" ) LiAtl. i ; 4 J _1 (olq co 03 tFlPI CAL ) 4) 4' 1 4 C 550+ 317 = �6G R( =32 �,,�� 5, 22 Ih JAMB - 2310 n (ok) 3'(6 x 1. I'1 G (►Jo) s o = o n = 5 I.v2"(bk) • -1 .s x s x } 12 -i0 N N N c■ v v (3)2x p /P CZ) 2xv e... +6 42 _ 1632 P I. 14- LNG t-t i N JAMS = 435 (o1 s STJOS e l` 231 # (ok) � x .9 J x N a k • �^ N N E N; “ 6L 4 r. C v y v ■ Cil v I �2x� 7 13)2) I% (2) • x 4 Z 14 1 J I I 1 1 l 1 H 1 = 66 Z (b -) U m !Iliac AMS = 43 2 (ok-) N x x il �VPHOFF �(Q1U.'3 ^ n 1 i PT2X(p OREGON 1 / - t t Y .. - _ / Tjft 0 -1' ice EXPIRAT10ri Dr..TE • . • • . # 42.12 Ga.. e - s LJA-( ,„..... CHecie— A-14 4 Le : - -T- 724 La 4 7 Cb. 11 g.11 11 4 'r- (.7z4 015 Kg , 1 2- z e-- . " 312s " (61,00). 3 51 8 I" th: 17 w oc7.0 ORAGV-- • i i, _ 6 +We s-rtn>s e. H.v"Oic_ ...1... c ..- Cs? a \ .1 oi,k,f i vilmoic.k.‘.: - 0 ....... + L_P4 8 ot-T Id ect-c+1 4- x 6, ST v D . . . • . 1,. 4 4 -- --` PRO f.' LAIII OREGON r ---- 7 ‘ 22 , • ,„,.., /m co\J*._, ..:7 „............_........• _________........... .XPIETi()N Ar • I ... ..-• i ' Z' &R. 8 ' S (AM u - Le D4on- S Ecru o■S 0 Ll(NPoL) (Dot ) H 1 V /2" Pi._ wo 00. 4 ix C, STvD. VSKf1 5 x q (M.,AJ. HO ' ) /77//// ' 1. i(o" a(G. -0 1 EWE Ammaumwamripl BM LG x ¢ x 5 /(1, rt. ,, ; 0 res, '.� :� G 1 N E F s�p4_ �� 9381 ' 9 OREGO „, /7 7L, ',,r t fM C Ov ct EXPIRATION! DAZE.. t3R.I GK- Vet\I EE K. lelD eYZ_S it \ N 11 11. >1. ___ _ _._ = so -1 . • I\ • Ali . 7. �� ` N r • _. - to _I In cr to „rtc0u o k s I •1 ruuann — 9 • -i , 61:41 RI =1'1 . _ l ' k1 I x I , ' lit 4w i . Fmk_ /W . - ; I L.. NI: 7 o v 1 •• • = L G x 4 x S /I,, L04E7 v w/ its" 4,x5" 4S@ i ` I. "6 l e- j ),, ,,, i .. . . _ . _ • , \ ,,. w (Mkx) _ (38 Pt.F)(19.t - 7) 724 PLF AT '`WA C,[," A-261 s ok1 2/ (,00lZ p ,o v'OC ¢x &. STv0S _ 16 "o / c .. . L6x4- x Go,v -r A1/4t W ( 5/8`'cf x 5' t b.4, ��. RG s C T`'P(� ALL- F-oVr� si nes) 4 9381 9 7 vez OREGO'T / T . sN /M r r y G j N • • • „ , .. • 4.... grzicy_ Vet4 EER- : ANJ 6i-v 0 tz-e10 p 6)2_ C_4f:›0 E . OA 8 c- / 4.0 ) 4 . N , „...ci -----..„ 0 ..,-- *OMITS'S!! . : . - . la lomat astimmummummtannonnumenueleunimmumilm 1%. • , . ,. . - - ---- AIL - - --.. -. - Ira - . - - 4 II - A _ Al■----==-111E A 1■• 41101 AM. -I 41 , a _ A 1- : 'A ,- , .,. in II _ ! ____ ,.. _...,,,,,,,,,„.. .... -..,, _•2:: s,.., i : :,_ .., : ,..1.-- ----iiiilimin • ,-- 1_. 1111 - 1_- NI-. --_--_----- • .._ ___ ..__I 1.60 4 6 1 I - in. U11111 ... 611111_1111111filli ii i p_ 1 Wrifil A Le 1.! , ri:40 !in, ,, . i, At ri.. i ' I.' 1 i1111 --- A ! ti -.1 ,,AII ra v / i 'ff Ar/ir 0 ,: : • dr /ilA i. j.11:14. = As. 1 Fizes•ffilm9E9= Nair ills IR NEI 143- 4 _ ,..._ jo!-,e. i 14 11111111.1111 , , ,, 4., /, 1.11..i'intr4i4r/A!m r ArA mmm, 1 .1EiEs si d.,1.011111HIMMIIIMNIM: imp . 1.= 2 min mi 11,2W STEE-1--- firAd 'A IN 1110 /9. ' '41 . A • ,:-..6aii -■'=. rf. =...-, m , ...7 MR, 07.1,111M WS_ 01••••ONIMMI ST . I.MMENNES MESE= 0 NI 0111 PILE12441..e5 M11111111111 . - . EZZAVArary,firra:4= V; Mimi I D . I.' alg - 1 & 7 ni Elevers . = 11111111111111 Ji ,i, il , i„,.-ingions Am NEI an lm 1 11 , II insilit .. 1; F lmpz-g I 11 E. . i t7._ E__I III mil is , „„. ::„, i ,. , - : , ST lil$ ---1 . . , • . f i .1.1.■ , . ' A I , . F • • . . . . • . .. OS ›c i VI --a • . / AraEAS OF 4 1" x 60 i 51 5 M A50 IQ R - I i (11 , p, - / - 7 I l DO6e f Ao &I : 3.! v0 NeliV81 ‘ 3 \ pio e , NICXX4110 III 1 BRIUHLUMININUMNIII su 11111111 1 NI MI 111 IP Mir Mr I OW . I I , NW Mr 531 9M1 9(191 S 18 3181Acia -LON ) 2)0 ti cni (u-s 1 x-17 siota kftaiki0SVIN - 1 9_315 5 VO%1N s b?;17 4 1 RISA -2D (R) Version 4.01 %; • Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenu,e, #200 Page: 1 e . Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 20.500 0.000 0.00 6 20.500 12.000 0.00 7 20.500 24.000 0.00 8 20.500 37.000 0.00 9 41.000 0.000 0.00 10 41.000 12.000 0.00 11 41.000 24.000 0.00 12 41.000 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction 9 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in - 2 in - 4 in COLUMN W14X74 STL 21.80 1.2 1.2 134.00 796.00 BEAM W21X44 STL 13.00 1.2 1.2 20.70 843.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 2 Portland, OR 97209 Date: 8/05/99 _. File: GREEN1H Green Office Building END FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 4 4 8 BEAM 20.50 5 8 12 BEAM 20.50 6 12 11 COLUMN 13.00 7 11 10 COLUMN 12.00 8 10 9 COLUMN 12.00 9 3 7 BEAM 20.50 10 7 11 BEAM 20.50 11 2 6 BEAM 20.50 12 6 10 BEAM 20.50 13 8 7 COLUMN 13.00 14 7 6 COLUMN 12.00 15 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 20.50 5 BEAM 20.50 6 COLUMN 13.00 7 COLUMN 12.00 8 COLUMN 12.00 9 BEAM • 20.50 2.00 10 BEAM 20.50 2.00 11 BEAM 20.50 2.00 12 BEAM 20.50 2.00 13 COLUMN 13.00 14 COLUMN 12.00 15 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 DL (roof and floors) 1 4 3 LL (roof and floors) 1 4 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 3 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- f t , in, rad 12 L X - 12.420 11 L X - 10.690 10 L X -5.350 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y - 3.630 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.2200 10 7 11 UNIFORM 0.2200 11 2 6 UNIFORM 0.2200 12 6 10 UNIFORM 0.2200 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 8 L Y -8.470 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.7700 10 7 11 UNIFORM 0.7700 11 2 6 UNIFORM 0.7700 12 6 10 UNIFORM 0.7700 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y RISA -2D (R) Version 4.01 ' Tim Covert, P.E.,,Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 4 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 Y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec - 2 Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 1 : LL + DL > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.00013 2 -0.001 -0.005 - 0.00029 3 0.001 -0.008 - 0.00028 4 0.001 -0.008 0.00001 5 0.000 0.000 0.00000 6 0.000 -0.013 0.00000 7 0.000 -0.022 0.00000 8 0.000 -0.025 0.00000 9 0.000 0.000 - 0.00013 10 0.001 -0.005 0.00029 11 -0.001 -0.008 0.00028 12 -0.001 -0.008 - 0.00001 < Story Drift, LC 1 : LL + DL > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 1 : LL + DL > Joint + Forces + Moment No X Y Mz K K K- ft 1 0.93 23.83 0.00 5 0.00 59.30 0.00 9 -0.93 23.83 0.00 Totals: 0.00 106.96 Center of Gravity Coords (X,Y,Z) (ft) : 20.500, 20.510, 0.000 e RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 5 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 1 : LL + DL > Member Joints Section I - J 4 Axial Shear Moment K K K - 1 1- 2 1 23.83 -0.93 0.00 2 23.61 -0.93 2.79 3 23.38 -0.93 5.59 4 23.16 -0.93 8.38 5 22.94 -0.93 11.17 2 2- 3 1 12.83 -2.93 -17.59 2 12.61 -2.93 -8.80 3 12.39 -2.93 -0.01 4 12.17 -2.93 8.78 5 11.94 -2.93 17.57 3 3- 4 1 1.74 -1.32 -12.22 2 1.50 -1.32 -7.93 3 1.26 -1.32 -3.64 4 1.02 -1.32 0.65 5 0.78 -1.32 4.94 4 4- 8 1 1.32 0.78 4.94 2 1.32 0.55 1.55 3 1.32 0.32 -0.69 4 1.32 0.10 -1.76 5 1.32 -0.13 -1.67 5 8- 12 1 1.32 0.13 -1.67 2 1.32 -0.10 -1.76 3 1.32 -0.32 -0.69 4 1.32 -0.55 1.55 5 1.32 -0.78 4.94 6 12- 11 1 0.78 1.32 4.94 2 1.02 1.32 0.65 3 1.26 1.32 -3.64 4 1.50 1.32 -7.93 5 1.74 1.32 -12.22 7 11- 10 1 11.94 2.93 17.57 2 12.17 2.93 8.78 3 12.39 2.93 -0.01 4 12.61 2.93 -8.80 5 12.83 2.93 -17.59 8 10- 9 1 22.94 0.93 11.17 2 23.16 0.93 8.38 3 23.38 0.93 5.59 4 23.61 0.93 2.79 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 6 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 1 : LL + DL > Member Joints Section I - J y Axial Shear Moment K K K -ft 5 23.83 0.93 0.00 9 3- 7 1 1.61 10.20 29.79 2 1.61 4.90 -8.92 3 1.61 -0.40 -20.47 4 1.61 -5.70 -4.85 5 1.61 -11.00 37.93 10 7- 11 1 1.61 11.00 37.93 2 1.61 5.70 -4.85 3 1.61 0.40 -20.47 4 1.61 -4.90 -8.92 5 1.61 -10.20 29.79 11 2- 6 1 -2.00 10.10 28.76 2 -2.00 4.80 -9.44 3 -2.00 -0.50 -20.47 4 -2.00 -5.80 -4.35 5 -2.00 -11.10 38.95 12 6- 10 1 -2.00 11.10 38.95 2 -2.00 5.80 -4.35 3 -2.00 0.50 -20.47 4 -2.00 -4.80 -9.44 5 -2.00 -10.10 28.76 13 8- 7 1 12.36 0.00 0.00 2 12.60 0.00 0.00 3 12.84 0.00 0.00 4 13.08 0.00 0.00 5 13.33 0.00 0.00 14 7- 6 1 35.32 0.00 0.00 2 35.54 0.00 0.00 3 35.77 0.00 0.00 4 35.99 0.00 0.00 5 36.21 0.00 0.00 15 6- 5 1 58.41 0.00 0.00 2 58.63 0.00 0.00 3 58.85 0.00 0.00 4 59.08 0.00 0.00 5 59.30 0.00 0.00 J f RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 7 Portland, OR 97209 Date: 8/05/99 4,w File: GREENIH Green Office Building END FRAME c Member Stresses, LC 1 : LL + DL > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 1.09 -0.18 0.00 0.00 2 1.08 -0.18 -0.30 0.30 3 1.07 -0.18 -0.60 0.60 4 1.06 -0.18 -0.90 0.90 5 1.05 -0.18 -1.19 1.19 2 2 3 1 0.59 -0.55 1.88 -1.88 2 0.58 -0.55 0.94 -0.94 3 0.57 -0.55 0.00 0.00 4 0.56 -0.55 -0.94 0.94 5 0.55 -0.55 -1.88 1.88 3 3 4 1 0.08 -0.25 1.31 -1.31 2 0.07 -0.25 0.85 -0.85 3 0.06 -0.25 0.39 -0.39 4 0.05 -0.25 -0.07 0.07 5 0.04 -0.25 -0.53 0.53 4 4 8 1 0.10 0.13 -0.73 0.73 2 0.10 0.09 -0.23 0.23 3 0.10 0.05 0.10 -0.10 4 0.10 0.02 0.26 -0.26 5 0.10 -0.02 0.25 -0.25 5 8 12 1 0.10 0.02 0.25 -0.25 2 0.10 -0.02 0.26 -0.26 3 0.10 -0.05 0.10 -0.10 4 0.10 -0.09 -0.23 0.23 5 0.10 -0.13 -0.73 0.73 6 12 11 1 0.04 0.25 -0.53 0.53 2 0.05 0.25 -0.07 0.07 3 0.06 0.25 0.39 -0.39 4 0.07 0.25 0.85 -0.85 5 0.08 0.25 1.31 -1.31 7 11 10 1 0.55 0.55 -1.88 1.88 2 0.56 0.55 -0.94 0.94 3 0.57 0.55 0.00 0.00 4 0.58 0.55 0.94 -0.94 5 0.59 0.55 1.88 -1.88 8 10 9 1 1.05 0.18 -1.19 1.19 2 1.06 0.18 -0.90 0.90 3 1.07 0.18 -0.60 0.60 4 1.08 0.18 -0.30 0.30 1 RISA -2D (R) Version 4.01 'rim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 8 9 Portland, OR 97209 Date: 8/05/99 t File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 1 : LL + DL > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 1.09 0.18 0.00 0.00 9 3 7 1 0.12 1.69 -4.38 4.38 2 0.12 0.81 1.31 -1.31 3 0.12 -0.07 3.01 -3.01 4 0.12 -0.95 0.71 -0.71 5 0.12 -1.83 -5.58 5.58 10 7 11 1 0.12 1.83 -5.58 5.58 2 0.12 0.95 0.71 -0.71 3 0.12 0.07 3.01 -3.01 4 0.12 -0.81 1.31 -1.31 5 0.12 -1.69 -4.38 4.38 11 2 6 1 -0.15 1.68 -4.23 4.23 2 -0.15 0.80 1.39 -1.39 3 -0.15 -0.08 3.01 -3.01 4 -0.15 -0.96 0.64 -0.64 5 -0.15 -1.84 -5.73 5.73 12 6 10 1 -0.15 1.84 -5.73 5.73 2 -0.15 0:96 0.64 -0.64 3 -0.15 0.08 3.01 -3.01 4 -0.15 -0.80 1.39 -1.39 5 -0.15 -1.68 -4.23 4.23 13 8 7 1 0.57 0.00 0.00 0.00 2 0.58 0.00 0.00 0.00 3 0.59 0.00 0.00 0.00 4 0.60 0.00 0.00 0.00 5 0.61 0.00 0.00 0.00 14 7 6 1 1.62 0.00 0.00 0.00 2 1.63 0.00 0.00 0.00 3 1.64 0.00 0.00 0.00 4 1.65 0.00 0.00 0.00 5 1.66 0.00 0.00 0.00 15 6 5 1 2.68 0.00 0.00 0.00 2 2.69 0.00 0.00 0.00 3 2.70 0.00 0.00 0.00 4 2.71 0.00 0.00 0.00 5 2.72 0.00 0.00 0.00 , RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 9 s Portland, OR 97209 Date: 8/05/99 k_ File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 1 : LL + DL > Member Joints Section I- J y x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.001 0.005 NC 3 -0.003 0.008 NC 4 -0.004 0.008 NC 5 -0.005 0.001 NC 2 2 3 1 -0.005 0.001 NC 2 -0.006 -0.002 NC 3 -0.007 0.000 NC 4 -0.007 0.002 NC 5 -0.008 -0.001 NC 3 3 4 1 -0.008 -0.001 NC 2 -0.008 -0.007 NC 3 -0.008 -0.007 NC 4 -0.008 -0.004 NC 5 -0.008 -0.001 NC 4 4 8 1 0.001 -0.008 NC 2 0.001 -0.012 NC 3 0.000 -0.018 NC 4 0.000 -0.023 NC 5 0.000 -0.025 NC 5 8 12 1 0.000 -0.025 NC 2 0.000 -0.023 NC 3 0.000 -0.018 NC 4 -0.001 -0.012 NC 5 -0.001 -0.008 NC 6 12 11 1 0.008 -0.001 NC 2 0.008 -0.004 NC 3 0.008 -0.007 NC 4 0.008 -0.007 NC 5 0.008 -0.001 NC 7 11 10 1 0.008 -0.001 NC 2 0.007 0.002 NC 3 0.007 0.000 NC 4 0.006 -0.002 NC 5 0.005 0.001 NC 8 10 9 1 0.005 0.001 NC 2 0.004 0.008 NC 3 0.003 0.008 NC 4 0.001 0.005 NC RISA -2D (R) Version 4.01 ' Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 10 Portland, OR 97209 Date: 8/05/99 I GREEN1H Green Office Building END FRAME < Member Deflections, LC 1 : LL + DL > Member Joints Section I - J y x y Lin in in 5 0.000 0.000 NC 9 3 7 1 0.001 -0.008 NC 2 0.001 -0.039 8988.7 3 0.001 -0.057 5805.2 4 0.000 -0.042 NC 5 0.000 -0.022 NC 10 7 11 1 0.000 -0.022 NC 2 0.000 -0.042 NC 3 -0.001 -0.057 5805.2 4 -0.001 -0.039 8988.8 5 -0.001 -0.008 NC 11 2 6 1 -0.001 -0.005 NC 2 -0.001 -0.035 8829.8 3 -0.001 -0.052 5801.9 4 0.000 -0.035 NC 5 0.000 -0.013 NC 12 6 10 1 0.000 -0.013 NC 2 0.000 -0.035 NC 3 0.001 -0.052 5801.9 4 0.001 -0.035 8829.8 5 0.001 -0.005 NC 13 8 7 1 0.025 0.000 NC 2 0.024 0.000 NC 3 0.023 0.000 NC 4 0.022 0.000 NC 5 0.022 0.000 NC 14 7 6 1 0.022 0.000 NC 2 0.020 0.000 NC 3 0.017 0.000 NC 4 0.015 0.000 NC 5 0.013 0.000 NC 15 6 5 1 0.013 0.000 NC 2 0.010 0.000 NC 3 0.007 0.000 NC 4 0.003 0.000 NC 5 0.000 0.000 NC RISA -2D (R) Version 4.01 =Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 11 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member.AISC Unity Checks, LC 1 : LL + DL > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.104 5 0.012 1 17.61 21.60 1.00 0.60 H1 -2 2 2 3 0.114 1 0.038 1 17.61 21.60 1.00 0.20 H1 -2 3 3 4 0.064 1 0.017 1 17.15 21.60 1.00 0.44 H1 -2 4 4 8 0.115 1 0.009 1 3.93 6.92 1.00 0.85 H1 -1 5 8 12 0.115 5 0.009 5 3.93 6.92 1.00 0.85 H1 -1 6 12 11 0.064 5 0.017 1 17.15 21.60 1.00 0.44 H1 -2 7 11 10 0.114 5 0.038 1 17.61 21.60 1.00 0.20 H1 -2 8 10 9 0.104 1 0.012 1 17.61 21.60 1.00 0.60 H1 -2 9 3 7 0.240 5 0.127 5 19.90 23.76 1.00 0.85 H1 -2 10 7 11 0.240 1 0.127 1 19.90 23.76 1.00 0.85 H1 -2 11 2 6 0.248 5 0.128 5 19.90 23.76 1.00 0.85 H2 -1 12 6 10 0.248 1 0.128 1 19.90 23.76 1.00 0.85 H2 -1 13 8 7 0.036 5 0.000 1 17.15 21.60 1.00 0.60 H1 -1 14 7 6 0.094 5 0.000 1 17.61 21.60 1.00 0.60 H1 -1 15 6 5 0.154 5 0.000 1 17.61 21.60 1.00 0.60 H1 -1 < Member NDS Unity Checks, LC 1 : LL + DL > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 1 : LL + DL > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 1 : LL + DL > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X74 111.00 8.23 BEAM W21X44 123.00 5.44 Total Wts: 13.68 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 12 !! Portland, OR 97209 Date: 8/05/99 t_ File: GREEN1H Green Office Building END FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 20.500 0.000 0.00 6 20.500 12.000 0.00 7 20.500 24.000 0.00 8 20.500 37.000 0.00 9 41.000 0.000 0.00 10 41.000 12.000 0.00 11 41.000 24.000 0.00 12 41.000 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction 9 Reaction Reaction < Materials (General) > Material Young's , Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in COLUMN W14X74 STL 21.80 1.2 1.2 134.00 796.00 BEAM W21X44 STL 13.00 1.2 1.2 20.70 843.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 13 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No.. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 4 4 8 BEAM 20.50 5 8 12 BEAM 20.50 6 12 11 COLUMN 13.00 7 11 10 COLUMN 12.00 8 10 9 COLUMN 12.00 9 3 7 BEAM 20.50 10 7 11 BEAM 20.50 11 2 6 BEAM 20.50 12 6 10 BEAM 20.50 13 8 7 COLUMN 13.00 14 7 6 COLUMN 12.00 15 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 20.50 5 BEAM 20.50 6 COLUMN 13.00 7 COLUMN 12.00 8 COLUMN 12.00 9 BEAM 20.50 2.00 10 BEAM 20.50 2.00 11 BEAM 20.50 2.00 12 BEAM 20.50 2.00 13 COLUMN 13.00 14 COLUMN 12.00 15 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 DL (roof and floors) 1 4 3 LL (roof and floors) 1 4 r '' RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 14 Portland, OR 97209 Date: 8/05/99 i File: GREEN1H Green Office Building END FRAME < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 12 L X - 12.420 11 L X - 10.690 10 L X -5.350 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y -3.630 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.2200 10 7 11 UNIFORM 0.2200 11 2 6 UNIFORM 0.2200 12 6 10 UNIFORM 0.2200 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y -8.470 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.7700 10 7 11 UNIFORM 0.7700 11 2 6 UNIFORM 0.7700 12 6 10 UNIFORM 0.7700 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 15 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec - 2 Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 2 : LL + DL + E /1.4 > Joint + Translation + Rotation No X Y 6z in in rad 1 0.000 0.000 0.00676 2 -0.794 -0.010 0.00254 3 -1.172 -0.014 0.00118 4 -1.398 -0.015 0.00077 5 0.000 0.000 0.00705 6 -0.795 -0.013 0.00189 7 -1.175 -0.022 0.00115 8 -1.400 -0.025 0.00045 9 0.000 0.000 0.00653 10 -0.795 -0.001 0.00313 11 -1.181 -0.002 0.00177 12 -1.407 -0.002 0.00075 < Story Drift, LC 2 : LL + DL + E /1.4 > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 2 : LL + DL + E/1.4 > Joint + Forces + Moment No X Y Mz K K K -ft 1 9.41 42.82 0.00 5 11.49 59.37 0.00 9 7.56 4.76 0.00 Totals: 28.46 106.96 Center of Gravity Coords (X,Y,Z) (ft) : 20.500, 20.510, 0.000 f RISA -2D (R) Version 4.01 • Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 16 Portland, OR 97209 Date: 8/05/99 f File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 2 : LL + DL + E/1.4 > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 42.82 -9.41 0.00 2 42.60 -9.41 28.22 3 42.38 -9.41 56.45 4 42.15 -9.41 84.67 5 41.93 -9.41 112.90 2 2- 3 1 21.26 -8.34 -31.96 2 21.04 -8.34 -6.93 3 20.82 -8.34 18.09 4 20.59 -8.34 43.11 5 20.37 -8.34 68.14 3 3- 4 1 4.35 -4.47 -23.89 2 4.11 -4.47 -9.37 3 3.87 -4.47 5.15 4 3.63 -4.47 19.67 5 3.38 -4.47 34.19 4 4- 8 1 4.47 3.38 34.19 2 4.47 3.16 17.42 3 4.47 2.93 1.82 4 4.47 2.70 -12.62 5 4.47 2.48 -25.90 5 8- 12 1 10.60 2.75 22.59 2 10.60 2.52 9.11 3 10.60 2.29 -3.22 4 10.60 2.07 -14.39 5 10.60 1.84 -24.39 6 12- 11 1 -1.84 -1.82 -24.39 2 -1.60 -1.82 -18.47 3 -1.36 -1.82 -12.55 4 -1.12 -1.82 -6.64 5 -0.87 -1.82 -0.72 7 11- 10 1 3.48 -2.56 -33.56 2 3.71 -2.56 -25.88 3 3.93 -2.56 -18.19 4 4.15 -2.56 -10.51 5 4.37 -2.56 -2.82 8 10- 9 1 3.87 -7.56 -90.75 2 4.09 -7.56 -68.06 3 4.31 -7.56 -45.37 4 4.54 -7.56 -22.69 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 17 Portland, OR 97209 Date: 8/05/99 -- File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J 4 Axial Shear Moment K K K - 5 4.76 -7.56 0.00 9 3- 7 1 3.87 16.02 92.02 2 3.87 10.72 23.50 3 3.87 5.42 - 17.86 4 3.87 0.12 -32.05 5 3.87 -5.18 -19.08 10 7 - 11 1 9.95 16.84 95.13 2 9.95 11.54 22.39 3 9.95 6.24 -23.18 4 9.95 0.94 -41.60 5 9.95 -4.36 -32.84 11 2- 6 1 1.07 20.67 144.86 2 1.07 15.37 52.50 3 1.07 10.07 -12.70 4 1.07 4.77 -50.73 5 1.07 -0.53 -61.59 12 6- 10 1 0.35 21.71 139.77 2 0.35 16.41 42.10 3 0.35 11.11 -28.41 4 0.35 5.81 -71.75 5 0.35 0.51 -87.93 13 8- 7 1 12.37 -6.13 -48.50 2 12.61 -6.13 -28.57 3 12.85 -6.13 -8.64 4 13.09 -6.13 11.28 5 13.33 -6.13 31.21 14 7- 6 1 35.36 -12.21 -83.00 2 35.58 -12.21 -46.38 3 35.80 -12.21 -9.76 4 36.02 -12.21 26.86 5 36.25 -12.21 63.48 15 6- 5 1 58.48 -11.49 - 137.88 2 58.71 -11.49 - 103.41 3 58.93 -11.49 -68.94 4 59.15 -11.49 -34.47 5 59.37 -11.49 0.00 RISA -2D (R) Version 4.01 ` Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 18 f Portland, OR 97209 Date: 8/05/99 _. File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 2 : LL + DL + E /1.4 > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 1.96 -1.77 0.00 0.00 2 1.95 -1.77 -3.01 3.01 3 1.94 -1.77 -6.03 6.03 4 1.93 -1.77 -9.04 9.04 5 1.92 -1.77 -12.06 12.06 2 2 3 1 0.98 -1.57 3.41 -3.41 2 0.97 -1.57 0.74 -0.74 3 0.95 -1.57 -1.93 1.93 4 0.94 -1.57 -4.60 4.60 5 0.93 -1.57 -7.28 7.28 3 3 4 1 0.20 -0.84 2.55 -2.55 2 0.19 -0.84 1.00 -1.00 3 0.18 -0.84 -0.55 0.55 4 0.17 -0.84 -2.10 2.10 5 0.16 -0.84 -3.65 3.65 4 4 8 1 0.34 0.56 -5.03 5.03 2 0.34 0.52 -2.56 2.56 3 0.34 0.49 -0.27 0.27 4 0.34 0.45 1.86 -1.86 5 0.34 0.41 3.81 -3.81 5 8 12 1 0.82 0.46 -3.32 3.32 2 0.82 0.42 -1.34 1.34 3 0.82 0.38 0.47 -0.47 4 0.82 0.34 2.12 -2.12 5 0.82 0.31 3.59 -3.59 6 12 11 1 -0.08 -0.34 2.61 -2.61 2 -0.07 -0.34 1.97 -1.97 3 -0.06 -0.34 1.34 -1.34 4 -0.05 -0.34 0.71 -0.71 5 -0.04 -0.34 0.08 -0.08 7 11 10 1 0.16 -0.48 3.58 -3.58 2 0.17 -0.48 2.76 -2.76 3 0.18 -0.48 1.94 -1.94 4 0.19 -0.48 1.12 -1.12 5 0.20 -0.48 0.30 -0.30 8 10 9 1 0.18 -1.42 9.69 -9.69 2 0.19 -1.42 7.27 -7.27 3 0.20 -1.42 4.85 -4.85 4 0.21 -1.42 2.42 -2.42 RISA -2p (R) Version 4.01 ' Tim. Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10t'i Avedu?, #200 1.62 -2.30 Pagea . S9 :. _'7 Portland, OR 97203 d 6t - .t•.�9 Dates :x'05/99 -.:.:5 3 t 72 -1 `Ai File 4REEN1H Green Office Building END FRAME < Member Stresses, LC 2 : LL + DL + E /1.4 > Member Joints Section . Bending Bending I - J 3 Axial 70 Shea2.16 Top7.36 BottUm36 4 Ksi -0.3$ Ksi-g.1g Ksil -tg Ksi'4 - t pA2 _8:% b.00 0.00 9 3 7 1 0.30 2.66 -13.53 13.53 2 1! +0.30 1.78 -3.46 3.46 3 0.30 0.90 2.63 -2.63 4 0.30 0.02 4.71 -4.71 5 0.30 -0.86 2.81 -2.81 10 7 11 1 0.77 2.80 -13.99 13.99 2 0.77 1.92 -3.29 3.29 3 0.77 1.04 3.41 -3.41 4 0.77 0.16 6.12 -6.12 5 .0.77 -0.72 4.83 -4.83 11 2 1 .0 08 3.43 -21.36 21.30 b 9�8 t „ s!: /2 ?.72 3 0.`08 1.67 1.87 -1.87 4 0.08 0.79 7.46 -7.46 5 0.08 -0.09 9.06 -9.06 12 6 10 1 0.03 3.60 -20.55 20.55 2 0.03 40:.ii . -6.19 6.19 3 ;0.,03 . . 48 -4.18 1 4 ''8 1 -10. t .`6' _:6..V8 12. -12.93 13 8 7 1 0.57 -1.15 5.18 -5.18 2 0.58 -1.15 3.05 -3.05 3 0.59 -1.15 0.92 -0.92 4 0.60 -1.15 -1.21 1.21 5 0.61 -1.15 -3.33 3.33 14 7 6 1 1.62 -2.30 8.87 -8.87 2 1.63 -2.30 4.95 -4.95 3 1.64 -2.30 1.04 -1.04 4 1.65 -2.30 -2.87 2.87 5 1.66 -2.30 -6.78 6.78 15 6 5 1 2.68 - 2.,1.6 14.73 -14.73 2 2.69 2..1 `6 11.54 - 11.04 3 2.70 -2.16 7.36 -7.36 4 2.71 -2.16 3.68 -3.68 5 2.72 -2.16 0.00 0.00 i RISA -2D (R) Version 4.01 ' Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 20 , Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J 4 x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.002 0.246 3029.2 3 -0.005 0.473 1893.2 4 -0.007 0.662 2163.7 5 -0.010 0.794 NC 2 2 3 1 -0.010 0.794 NC 2 -0.011 0.898 NC 3 -0.012 1.008 5908.1 4 -0.013 1.104 5391.3 5 -0.014 1.172 NC 3 3 4 1 -0.014 1.172 NC 2 -0.015 1.229 NC 3 -0.015 1.293 NC 4 -0.015 1.353 NC 5 -0.015 1.398 NC 4 4 8 1 -1.398 -0.015 NC 2 -1.398 0.003 NC 3 -1.399 -0.012 NC 4 -1.400 -0.030 NC 5 -1.400 -0.025 NC 5 8 12 1 -1.400 -0.025 NC 2 -1.402 -0.016 NC 3 -1.404 -0.024 NC 4 -1.406 -0.026 NC 5 -1.407 -0.002 NC 6 12 11 1 0.002 -1.407 NC 2 0.002 -1.368 9054.1 3 0.002 -1.314 7857.6 4 0.002 -1.250 NC 5 0.002 -1.181 NC 7 11 10 1 0.002 -1.181 NC 2 0.002 -1.106 6866.1 3 0.001 -1.013 5874.7 4 0.001 -0.907 9116.7 5 0.001 -0.795 NC 8 10 9 1 0.001 -0.795 NC 2 0.001 -0.650 2691.8 3 0.000 -0.459 2355.3 4 0.000 -0.237 3768.5 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 21 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J 4 x y L/n in in 5 0.000 0.000 NC 9 3 7 1 -1.172 -0.014 NC 2 -1.173 -0.009 NC 3 -1.174 -0.051 7524.7 4 -1.174 -0.064 5590.9 5 -1.175 -0.022 NC 10 7 11 1 -1.175 -0.022 NC 2 -1.176 -0.020 NC 3 -1.178 -0.064 4688.9 4 -1.180 -0.070 3920.7 5 -1.181 -0.002 NC 11 2 6 1 -0.794 -0.010 NC 2 -0.794 0.033 5582.0 3 -0.794 -0.025 NC 4 -0.795 -0.064 4753.7 5 -0.795 -0.013 NC 12 6 10 1 -0.795 -0.013 NC 2 -0.795 -0.005 NC 3 -0.795 -0.079 3422.9 4 -0.795 -0.105 2449.3 5 -0.795 - 0.001 NC 13 8 7 1 0.025 -1.400 NC 2 0.024 -1.362 8605.2 3 0.023 -1.301 NC 4 0.022 -1.234 NC 5 0.022 -1.175 NC 14 7 6 1 0.022 -1.175 NC 2 0.020 -1.102 6486.1 3 0.018 -0.998 NC 4 0.015 -0.887 NC 5 0.013 - 0.795 NC 15 6 5 1 0.013 -0.795 NC 2 0.010 -0.677 1771.7 3 0.007 -0.490 1550.2 4 0.003 -0.257 2480.4 5 0.000 0.000 NC RISA -2D (R) Version 4.01 ° Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 22 i Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member AISC Unity Checks, LC 2 : LL + DL + E /1.4 > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.486 5 0.092 1 23.48 28.79 1.00 0.60 H1 -2 2 2 3 0.285 5 0.082 1 23.48 28.79 1.00 0.41 H1 -2 3 3 4 0.132 5 0.044 1 22.86 28.79 1.00 0.32 H1 -2 4 4 8 0.557 1 0.029 1 5.24 9.23 1.00 0.85 H1 -2 5 8 12 0.487 5 0.024 1 5.24 9.23 1.00 0.85 H1 -1 6 12 11 0.093 1 0.018 1 22.86 28.79 1.00 0.61 H2 -1 7 11 10 0.130 1 0.025 1 23.48 28.79 1.00 0.63 H1 -2 8 10 9 0.343 1 0.074 1 23.48 28.79 1.00 0.60 H1 -2 9 3 7 0.438 1 0.139 1 26.53 31.67 1.00 0.85 H1 -2 10 7 11 0.468 1 0.146 1 26.53 31.67 1.00 0.85 H1 -2 11 2 6 0.675 1 0.179 1 26.53 31.67 1.00 0.85 H1 -2 12 6 10 0.650 1 0.188 1 26.53 31.67 1.00 0.85 H1 -2 13 8 7 0.200 1 0.060 1 22.86 28.79 1.00 0.34 H1 -2 14 7 6 0.364 1 0.120 1 23.48 28.79 1.00 0.29 H1 -2 15 6 5 0.605 1 0.113 1 23.48 28.79 1.00 0.60 H1 -2 < Member NDS Unity Checks, LC 2 : LL + DL + E /1.4 > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 2 : LL + DL + E /1.4 > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 2 : LL + DL + E /1.4 > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X74 111.00 8.23 BEAM W21X44 123.00 5.44 Total Wts: 13.68 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 23 i .•.Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 20.500 0.000 0.00 6 20.500 12.000 0.00 7 20.500 24.000 0.00 8 20.500 37.000 0.00 9 41.000 0.000 0.00 10 41.000 12.000 0.00 11 41.000 24.000 0.00 12 41.000 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction 9 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in - 2 in in COLUMN W14X74. STL 21.80 1.2 1.2 134.00 796.00 BEAM W21X44 STL 13.00 1.2 1.2 20.70 843.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, *200 Page: 24 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 4 4 8 BEAM 20.50 5 8 12 BEAM 20.50 6 12 11 COLUMN 13.00 7 11 10 COLUMN 12.00 8 10 9 COLUMN 12.00 9 3 7 BEAM 20.50 10 7 11 BEAM 20.50 11 2 6 BEAM 20.50 12 6 10 BEAM 20.50 13 8 7 COLUMN 13.00 14 7 6 COLUMN 12.00 15 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 20.50 5 BEAM 20.50 6 COLUMN 13.00 7 COLUMN 12.00 8 COLUMN 12.00 9 BEAM 20.50 2.00 10 BEAM 20.50 2.00 11 BEAM 20.50 2.00 12 BEAM 20.50 2.00 13 COLUMN 13.00 14 COLUMN 12.00 15 COLUMN 12.00 < Basic Load Case Data > BLC Basic .Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 DL (roof and floors) 1 4 3 LL (roof and floors) 1 4 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 25 , Portland, OR 97209 Date: 8/05/99 ,_ File: GREEN1H Green Office Building END FRAME < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 12 L X - 12.420 11 L X - 10.690 10 L X -5.350 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y -3.630 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.2200 10 7 11 UNIFORM 0.2200 11 2 6 UNIFORM 0.2200 12 6 10 UNIFORM 0.2200 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y -8.470 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.7700 10 7 11 UNIFORM 0.7700 11 2 6 UNIFORM 0.7700 12 6 10 UNIFORM 0.7700 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 26 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2. .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft/sec Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 3 : LL + DL + E > Joint + Translation + Rotation No X Y 9z in in rad 1 0.000 0.000 0.00942 2 -1.111 -0.011 0.00367 3 -1.642 -0.017 0.00177 4 -1.957 -0.018 0.00107 5 0.000 0.000 0.00986 6 -1.113 -0.013 0.00264 7 -1.645 -0.022 0.00162 8 -1.961 -0.025 0.00063 9 0.000 0.000 0.00919 10 -1.114 0.001 0.00427 11 -1.653 0.001 0.00236 12 -1.970 0.001 0.00105 < Story Drift, LC 3 : LL + DL + E > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 3 : LL + DL + E > Joint + Forces + Moment No X Y Mz K K K- ft 1 12.80 50.42 0.00 5 16.09 59.41 0.00 9 10.96 -2.87 0.00 Totals: 39.84 106.96 Center of Gravity Coords (X,Y,Z) (ft) : 20.500, 20.510, 0.000 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 27 , Portland, OR 97209 Date: 8/05/99 File: GREENIH Green Office Building END FRAME < Member Section Forces, LC 3 : LL + DL + E > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 50.42 -12.80 0.00 2 50.20 -12.80 38.40 3 49.97 -12.80 76.79 4 49.75 -12.80 115.19 5 49.53 -12.80 153.59 2 2- 3 1 24.63 -10.51 -37.71 2 24.41 -10.51 -6.19 3 24.19 -10.51 25.33 4 23.96 -10.51 56.85 5 23.74 -10.51 88.36 3 3- 4 1 5.39 -5.73 -28.55 2 5.15 -5.73 -9.94 3 4.91 -5.73 8.67 4 4.67 -5.73 27.28 5 4.43 -5.73 45.89 4 4- 8 1 5.73 4.43 45.89 2 5.73 4.20 23.78 3 5.73 3.97 2.82 4 5.73 3.75 -16.97 5 5.73 3.52 -35.60 5 8- 12 1 14.31 3.79 32.30 2 14.31 3.56 13.45 3 14.31 3.34 -4.24 4 14.31 3.11 -20.76 5 14.31 2.88 -36.12 6 12- 11 1 -2.88 -3.08 -36.12 2 -2.64 -3.08 -26.12 3 -2.40 -3.08 -16.12 4 -2.16 -3.08 -6.12 5 -1.92 -3.08 3.88 7 11- 10 1 0.10 -4.76 -54.01 2 0.32 -4.76 -39.74 3 0.55 -4.76 -25.46 4 0.77 -4.76 -11.19 5 0.99 -4.76 3.08 8 10- 9 1 -3.76 -10.96 - 131.52 2 -3.54 -10.96 -98.64 3 -3.31 -10.96 -65.76 4 -3.09 -10.96 -32.88 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 28 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 3 : LL + DL + E > Member Joints Section I - J y Axial Shear Moment K K K -ft 5 -2.87 -10.96 0.00 9 3- 7 1 4.78 18.35 116.92 2 4.78 13.05 36.47 3 4.78 7.75 -16.82 4 4.78 2.45 -42.94 5 4.78 -2.85 -41.89 10 7- 11 1 13.29 19.18 118.01 2 13.29 13.88 33.29 3 13.29 8.58 -24.27 4 13.29 3.28 -54.67 5 13.29 -2.02 -57.90 11 2- 6 1 2.29 24.90 191.29 2 2.29 19.60 77.27 3 2.29 14.30 -9.59 4 2.29 9.00 -69.28 5 2.29 3.70 - 101.81 12 6- 10 1 1.29 25.95 180.09 2 1.29 20.65 60.67 3 1.29 15.35 -31.58 4 1.29 10.05 -96.68 5 1.29 4.75 - 134.60 13 8- 7 1 12.37 -8.58 -67.90 2 12.61 -8.58 -40.00 3 12.85 -8.58 -12.10 4 13.09 -8.58 15.80 5 13.33 -8.58 43.70 14 7- 6 1 35.37 -17.09 - 116.21 2 35.59 -17.09 -64.94 3 35.82 -17.09 -13.67 4 36.04 -17.09 37.60 5 36.26 -17.09 88.87 15 6- 5 1 58.52 -16.09 - 193.03 2 58.74 -16.09 - 144.77 3 58.96 -16.09 -96.51 4 59.18 -16.09 -48.26 5 59.41 -16.09 0.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 29 , Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 3 : LL + DL + E > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 2.31 -2.41 0.00 0.00 2 2.30 -2.41 -4.10 4.10 3 2.29 -2.41 -8.20 8.20 4 2.28 -2.41 -12.30 12.30 5 2.27 -2.41 -16.40 16.40 2 2 3 1 1.13 -1.98 4.03 -4.03 2 1.12 -1.98 0.66 -0.66 3 1.11 -1.98 -2.71 2.71 4 1.10 -1.98 -6.07 6.07 5 1.09 -1.98 -9.44 9.44 3 3 4 1 0.25 -1.08 3.05 -3.05 2 0.24 -1.08 1.06 -1.06 3 0.23 -1.08 -0.93 0.93 4 0.21 -1.08 -2.91 2.91 5 0.20 -1.08 -4.90 4.90 4 4 8 1 0.44 0.73 -6.75 6.75 2 0.44 0.70 -3.50 3.50 3 0.44 0.66 -0.42 0.42 4 0.44 0.62 2.50 -2.50 5 0.44 0.58 5.23 -5.23 5 8 12 1 1.10 0.63 -4.75 4.75 2 1.10 0.59 -1.98 1.98 3 1.10 0.55 0.62 -0.62 4 1.10 0.52 3.05 -3.05 5 1.10 0.48 5.31 -5.31 6 12 11 1 -0.13 -0.58 3.86 -3.86 2 -0.12 -0.58 2.79 -2.79 3 -0.11 -0.58 1.72 -1.72 4 -0.10 -0.58 0.65 -0.65 5 -0.09 -0.58 -0.41 0.41 7 11 10 1 0.00 -0.90 5.77 -5.77 2 0.01 -0.90 4.24 -4.24 3 0.03 -0.90 2.72 -2.72 4 0.04 -0.90 1.20 -1.20 5 0.05 -0.90 -0.33 0.33 8 10 9 1 -0.17 - 2.06 14.05 -14.05 2 -0.16 -2.06 10.54 -10.54 3 -0.15 -2.06 7.02 -7.02 4 -0.14 - 2.06 3.51 -3.51 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 30 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 3 : LL + DL + E > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 -0.13 -2.06 0.00 0.00 9 3 7 1 0.37 3.04 -17.19 17.19 2 0.37 2.17 -5.36 5.36 3 0.37 1.29 2.47 -2.47 4 0.37 0.41 6.31 -6.31 5 0.37 -0.47 6.16 -6.16 10 7 11 1 1.02 3.18 -17.35 17.35 2 1.02 2.30 -4.89 4.89 3 1.02 1.42 3.57 -3.57 4 1.02 0.54 8.04 -8.04 5 1.02 -0.34 8.51 -8.51 11 2 6 1 0.18 4.13 -28.13 28.13 2 0.18 3.25 -11.36 11.36 3 0.18 2.37 1.41 -1.41 4 0.18 1.49 10.19 -10.19 5 0.18 0.61 14.97 -14.97 12 6 10 1 0.10 4.31 -26.48 26.48 2 0.10 3.43 -8.92 8.92 3 0.10 2.55 4.64 -4.64 4 0.10 1.67 14.22 -14.22 5 0.10 0.79 19.79 -19.79 13 8 7 1 0.57 -1.62 7.25 -7.25 2 0.58 -1.62 4.27 -4.27 3 0.59 -1.62 1.29 -1.29 4 0.60 -1.62 -1.69 1.69 5 0.61 -1.62 -4.67 4.67 14 7 6 1 1.62 -3.22 12.41 -12.41 2 1.63 -3.22 6.94 -6.94 3 1.64 -3.22 1.46 -1.46 4 1.65 -3.22 -4.02 4.02 5 1.66 -3.22 -9.49 9.49 15 6 5 1 2.68 -3.03 20.62 - 20.62 2 2.69 -3.03 15.46 -15.46 3 2.70 -3.03 10.31 -10.31 4 2.71 -3.03 5.15 -5.15 5 2.73 -3.03 0.00 0.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 31 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 3 : LL + DL + E > Member Joints Section I - J J x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.003 0.342 2226.7 3 -0.006 0.659 1391.7 4 -0.009 0.924 1590.5 5 -0.011 1.111 NC 2 2 3 1 -0.011 1.111 NC 2 -0.013 1.259 9613.0 3 -0.014 1.411 4219.3 4 -0.016 1.545 3976.4 5 -0.017 1.642 NC 3 3 4 1 -0.017 1.642 NC 2 -0.017 1.723 NC 3 -0.017 1.813 NC 4 -0.018 1.896 8844.1 5 -0.018 1.957 NC 4 4 8 1 -1.957 -0.018 NC 2 -1.958 0.008 9298.1 3 -1.959 -0.010 NC 4 -1.960 -0.033 NC 5 -1.961 -0.025 NC 5 8 12 1 -1.961 -0.025 NC 2 -1.963 -0.013 NC 3 -1.965 -0.026 NC 4 -1.968 -0.032 9344.0 5 -1.970 0.001 NC 6 12 11 1 -0.001 -1.970 NC 2 -0.001 -1.914 6761.0 3 -0.001 -1.837 6119.5 4 -0.001 -1.748 NC 5 -0.001 -1.653 NC 7 11 10 1 -0.001 -1.653 NC 2 -0.001 -1.549 4714.9 3 -0.001 -1.418 4196.9 4 -0.001 -1.269 6881.8 5 -0.001 -1.114 NC 8 10 9 1 -0.001 -1.114 NC 2 -0.001 -0.913 1857.4 3 0.000 -0.645 1625.2 4 0.000 -0.334 2600.3 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 32 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 3 : LL + DL + E > Member Joints Section I - J y x y Lin in in 5 0.000 0.000 NC 9 3 7 1 -1.642 -0.017 NC 2 -1.642 0.003 NC 3 -1.643 -0.048 8536.0 4 -1.644 -0.073 4715.9 5 -1.645 -0.022 NC 10 7 11 1 -1.645 -0.022 NC 2 -1.647 -0.011 NC 3 -1.649 -0.067 4354.0 4 -1.651 -0.082 3199.2 5 -1.653 0.001 NC 11 2 6 1 -1.111 -0.011 NC 2 -1.112 0.061 3377.2 3 -1.112 -0.014 NC 4 -1.112 -0.076 3892.7 5 -1.113 -0.013 NC 12 6 10 1 -1.113 -0.013 NC 2 -1.113 0.007 NC 3 -1.113 -0.090 2940.6 4 -1.113 -0.132 1900.1 5 -1.114 0.001 NC 13 8 7 1 0.025 -1.961 NC 2 0.024 -1.907 6146.6 3 0.023 -1.822 8152.8 4 0.022 -1.727 NC 5 0.022 -1.645 NC 14 7 6 1 0.022 -1.645 NC 2 0.020 -1.543 4632.9 3 0.018 -1.397 7819.7 4 0.015 -1.242 NC 5 0.013 -1.113 NC 15 6 5 1 0.013 -1.113 NC 2 0.010 -0.948 1265.5 3 0.007 -0.686 1107.3 4 0.003 -0.359 1771.7 5 0.000 0.000 NC RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 33 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member AISC Unity Checks, LC 3 : LL + DL + E > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.649 5 0.125 1 23.48 28.79 1.00 0.60 H1 -2 2 2 3 0.366 5 0.103 1 23.48 28.79 1.00 0.43 H1 -2 3 3 4 0.177 5 0.056 1 22.86 28.79 1.00 0.35 H1 -2 4 4 8 0.746 1 0.038 1 5.24 9.23 1.00 0.85 H1 -2 5 8 12 0.702 5 0.033 1 5.24 9.23 1.00 0.85 H1 -1 6 12 11 0.139 1 0.030 1 22.86 28.79 1.00 0.56 H2 -1 7 11 10 0.201 1 0.047 1 23.48 28.79 1.00 0.58 H1 -2 8 10 9 0.494 1 0.107 1 23.48 28.79 1.00 0.60 H2 -1 9 3 7 0.556 1 0.159 1 26.53 31.67 1.00 0.85 H1 -2 10 7 11 0.583 1 0.166 1 26.53 31.67 1.00 0.85 H1 -2 11 2 6 0.894 1 0.215 1 26.53 31.67 1.00 0.85 H1 -2 12 6 10 0.840 1 0.224 1 26.53 31.67 1.00 0.85 H1 -2 13 8 7 0.272 1 0.084 1 22.86 28.79 1.00 0.34 H1 -2 14 7 6 0.487 1 0.168 1 23.48 28.79 1.00 0.29 H1 -2 15 6 5 0.809 1 0.158 1 23.48 28.79 1.00 0.60 H1 -2 < Member NDS Unity Checks, LC 3 : LL + DL + E > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 3 : LL + DL + E > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 3 : LL + DL + E > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X74 111.00 8.23 BEAM W21X44 123.00 5.44 Total Wts: 13.68 RISA -2D (R) Version 4.01 'Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 34 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 20.500 0.000 0.00 6 20.500 12.000 0.00 7 20.500 24.000 0.00 8 20.500 37.000 0.00 9 41.000 0.000 0.00 10 41.000 12.000 0.00 11 41.000 24.000 0.00 12 41.000 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction 9 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 "5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in - 2 in in COLUMN W14X74 STL 21.80 1.2 1.2 134.00 796.00 BEAM W21X44 STL 13.00 1.2 1.2 20.70 843.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 35 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 4 4 8 BEAM 20.50 5 8 12 BEAM 20.50 6 12 11 COLUMN 13.00 7 11 10 COLUMN 12.00 8 10 9 COLUMN 12.00 9 3 7 BEAM 20.50 10 7 11 BEAM 20.50 11 2 6 BEAM 20.50 12 6 10 BEAM 20.50 13 8 7 COLUMN 13.00 14 7 6 COLUMN 12.00 15 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 20.50 5 BEAM 20.50 6 COLUMN 13.00 7 COLUMN 12.00 8 COLUMN 12.00 9 BEAM 20.50 2.00 10 BEAM 20.50 2.00 11 BEAM 20.50 2.00 12 BEAM 20.50 2.00 13 COLUMN 13.00 14 COLUMN 12.00 15 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 DL (roof and floors) 1 4 3 • LL (roof and floors) 1 4 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 36, . Portland, OR 97209 Date: 8/05/99 File: GREENIH Green Office Building END FRAME < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 12 L X - 12.420 11 L X - 10.690 10 L X -5.350 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- f t , in ,rad 8 L Y -3.630 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.2200 10 7 11 UNIFORM 0.2200 11 2 6 UNIFORM 0.2200 12 6 10 UNIFORM 0.2200 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- ft , in, rad 8 L Y -8.470 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.7700 10 7 11 UNIFORM 0.7700 11 2 6 UNIFORM 0.7700 12 6 10 UNIFORM 0.7700 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. loth Avenue, #200 Page: 37 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6. 9DL +'E/1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec - 2 Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 4 : LL +DL +E(max) > Joint + Translation + Rotation No X Y Oz in in rad 1 0.000 0.000 0.02613 2 -3.109 -0.022 0.01079 3 -4.599 -0.033 0.00547 4 -5.481 -0.035 0.00298 5 0.000 0.000 0.02762 6 -3.116 -0.013 0.00739 7 -4.605 -0.022 0.00453 8 -5.490 -0.025 0.00178 9 0.000 0.000 0.02597 10 -3.120 0.012 0.01143 11 -4.628 0.016 0.00610 12 -5.514 0.019 0.00297 < Story Drift, LC 4 : LL +DL +E(max) > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 4 : LL +DL +E(max) > Joint + Forces + Moment No X Y Mz K K K - 1 34.16 98.28 0.00 5 45.04 59.60 0.00 9 32.36 -50.93 0.00 Totals: 111.56 106.96 Center of Gravity Coords (X,Y,Z) (ft) : 20.500, 20.510, 0.000 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 38 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 4 : LL +DL +E(max) > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 98.28 -34.16 0.00 2 98.06 -34.16 102.48 3 97.84 -34.16 204.96 4 97.61 -34.16 307.44 5 97.39 -34.16 409.93 2 2- 3 1 45.86 - 24.14 -73.92 2 45.64 -24.14 -1.49 3 45.42 -24.14 70.94 4 45.20 -24.14 143.37 5 44.97 -24.14 215.80 3 3- 4 1 11.97 -13.66 -57.95 2 11.73 -13.66 -13.56 3 11.48 -13.66 30.82 4 11.24 -13.66 75.21 5 11.00 -13.66 119.59 4 4- 8 1 13.66 11.00 119.59 2 13.66 10.78 63.79 3 13.66 10.55 9.14 4 13.66 10.32 -44.34 5 13.66 10.10 -96.66 5 8- 12 1 37.69 10.38 93.45 2 37.69 10.15 40.83 3 37.69 9.93 -10.62 4 37.69 9.70 -60.92 5 37.69 9.47 - 110.05 6 12- 11 1 -9.47 - 10.99 - 110.05 2 -9.23 -10.99 -74.32 3 -8.99 -10.99 -38.59 4 -8.75 -10.99 -2.86 5 -8.51 -10.99 32.87 7 11- 10 1 -21.22 -18.60 - 182.86 2 -21.00 -18.60 - 127.07 3 -20.77 -18.60 -71.28 4 -20.55 -18.60 -15.49 5 -20.33 -18.60 40.30 8 10- 9 1 -51.82 -32.36 - 388.36 2 -51.59 -32.36 - 291.27 3 -51.37 -32.36 - 194.18 4 -51.15 -32.36 -97.09 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 39 Portland, OR 97209 Date: 8/05/99 ',•• File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 4 : LL +DL +E(max) > Member Joints Section I - J y Axial Shear Moment K K K -ft 5 -50.93 -32.36 0.00 9 3 - 7 1 10.49 33.01 273.74 2 10.49 27.71 118.17 3 10.49 22.41 -10.24 4 10.49 17.11 - 111.49 5 10.49 11.80 - 185.57 10 7- 11 1 34.30 33.91 262.15 2 34.30 28.61 101.94 3 34.30 23.31 -31.12 4 34.30 18.01 - 137.01 5 34.30 12.71 - 215.73 11 2- 6 1 10.02 51.53 483.85 2 10.02 46.23 233.35 3 10.02 40.93 10.01 4 10.02 35.63 - 186.16 5 10.02 30.33 - 355.17 12 6- 10 1 7.20 52.69 434.15 2 7.20 47.39 177.70 3 7.20 42.09 -51.58 4 7.20 36.79 - 253.70 5 7.20 31.49 - 428.66 13 8- 7 1 12.38 -24.04 - 190.11 2 12.63 -24.04 - 112.00 3 12.87 -24.04 -33.88 4 13.11 -24.04 44.24 5 13.35 -24.04 122.35 14 7- 6 1 35.46 -47.85 - 325.38 2 35.68 -47.85 - 181.82 3 35.90 -47.85 -38.27 4 36.12 -47.85 105.29 5 36.35 -47.85 248.84 15 6- 5 1 58.71 -45.04 - 540.47 2 58.93 -45.04 - 405.35 3 59.15 -45.04 - 270.24 4 59.38 -45.04 - 135.12 5 59.60 -45.04 0.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 40 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 4 : LL +DL +E(max) > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 4.51 -6.43 0.00 0.00 2 4.50 -6.43 -10.95 10.95 3 4.49 -6.43 -21.89 21.89 4 4.48 -6.43 -32.84 32.84 5 4.47 -6.43 -43.78 43.78 2 2 3 1 2.10 -4.54 7.90 -7.90 2 2.09 -4.54 0.16 -0.16 3 2.08 -4.54 -7.58 7.58 4 2.07 -4.54 -15.31 15.31 5 2.06 -4.54 -23.05 23.05 3 3 4 1 0.55 -2.57 6.19 -6.19 2 0.54 -2.57 1.45 -1.45 3 0.53 -2.57 -3.29 3.29 4 0.52 -2.57 -8.03 8.03 5 0.50 -2.57 -12.77 12.77 4 4 8 1 1.05 1.83 -17.59 17.59 2 1.05 1.79 -9.38 9.38 3 1.05 1.75 -1.34 1.34 4 1.05 1.71 6.52 -6.52 5 1.05 1.68 14.21 -14.21 5 8 12 1 2.90 1.72 -13.74 13.74 2 2.90 1.68 -6.00 6.00 3 2.90 1.65 1.56 -1.56 4 2.90 1.61 8.96 -8.96 5 2.90 1.57 16.18 -16.18 6 12 11 1 -0.43 -2.07 11.75 -11.75 2 -0.42 -2.07 7.94 -7.94 3 -0.41 -2.07 4.12 -4.12 4 -0.40 -2.07 0.30 -0.30 5 -0.39 -2.07 -3.51 3.51 7 11 10 1 -0.97 -3.50 19.53 -19.53 2 -0.96 -3.50 13.57 -13.57 3 -0.95 -3.50 7.61 -7.61 4 -0.94 -3.50 1.65 -1.65 5 -0.93 -3.50 -4.30 4.30 8 10 9 1 -2.38 -6.09 41.48 -41.48 2 -2.37 -6.09 31.11 -31.11 3 -2.36 -6.09 20.74 -20.74 4 -2.35 -6.09 10.37 -10.37 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 41 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 4 : LL +DL +E(max) > Member Joints Section Bending Bending I - J 4, Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 -2.34 -6.09 0.00 0.00 9 3 7 1 0.81 5.48 -40.25 40.25 2 0.81 4.60 -17.38 17.38 3 0.81 3.72 1.51 -1.51 4 0.81 2.84 16.39 -16.39 5 0.81 1.96 27.29 -27.29 10 7 11 1 2.64 5.63 -38.55 38.55 2 2.64 4.75 -14.99 14.99 3 2.64 3.87 4.58 -4.58 4 2.64 2.99 20.15 -20.15 5 2.64 2.11 31.72 -31.72 11 2 6 1 0.77 8.55 -71.15 71.15 2 0.77 7.67 -34.31 34.31 3 0.77 6.79 -1.47 1.47 4 0.77 5.91 27.37 -27.37 5 0.77 5.03 52.23 -52.23 12 6 10 1 0.55 8.74 -63.84 63.84 2 0.55 7.86 -26.13 26.13 3 0.55 6.98 7.59 -7.59 4 0.55 6.10 37.31 -37.31 5 0.55 5.23 63.03 -63.03 13 8 7 1 0.57 -4.52 20.31 -20.31 2 0.58 -4.52 11.96 -11.96 3 0.59 -4.52 3.62 -3.62 4 0.60 -4.52 -4.72 4.72 5 0.61 -4.52 -13.07 13.07 14 7 6 1 1.63 -9.01 34.75 -34.75 2 1.64 -9.01 19.42 -19.42 3 1.65 -9.01 4.09 -4.09 4 1.66 -9.01 -11.25 11.25 5 1.67 -9.01 -26.58 26.58 15 6 5 1 2.69 -8.48 57.73 -57.73 2 2.70 -8.48 43.30 -43.30 3 2.71 -8.48 28.86 -28.86 4 2.72 -8.48 14.43 -14.43 5 2.73 -8.48 0.00 0.00 RISA -2D (R) Version 4.01 ' - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 42 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 4 : LL +DL +E(max) > Member Joints Section I - J 4, x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.006 0.950 834.3 3 -0.011 1.831 521.4 4 -0.017 2.573 595.9 5 -0.022 3.109 NC 2 2 3 1 -0.022 3.109 NC 2 -0.025 3.529 3045.0 3 -0.027 3.949 1506.5 4 -0.030 4.322 1498.6 5 -0.033 4.599 NC 3 3 4 1 -0.033 4.599 NC 2 -0.033 4.838 8205.5 3 -0.034 5.088 3200.3 4 -0.035 5.314 2883.2 5 -0.035 5.481 NC 4 4 8 1 -5.481 -0.035 NC 2 -5.483 0.044 3564.4 3 -5.485 0.005 8181.8 4 -5.487 -0.051 9448.1 5 -5.490 -0.025 NC 5 8 12 1 -5.490 -0.025 NC 2 -5.496 0.005 NC 3 -5.502 -0.041 6472.9 4 -5.508 -0.068 3260.1 5 -5.514 0.019 NC 6 12 11 1 -0.019 -5.514 NC 2 -0.018 -5.353 2604.8 3 -0.018 -5.132 2556.6 4 -0.017 -4.881 4930.8 5 -0.016 -4.628 NC 7 11 10 1 -0.016 -4.628 NC 2 -0.015 -4.342 1585.5 3 -0.014 -3.970 1499.3 4 -0.013 -3.550 2704.7 5 -0.012 -3.120 NC 8 10 9 1 -0.012 -3.120 NC 2 -0.009 -2.569 629.0 3 -0.006 -1.822 550.4 4 -0.003 -0.944 880.6 RISA -2D (R) Version 4.01 • Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 43 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 4 : LL +DL +E(max) > Member Joints Section I - J 4 x y Lin in in 5 0.000 0.000 NC 9 3 7 1 -4.599 -0.033 NC 2 -4.600 0.080 2244.8 3 -4.602 -0.032 NC 4 -4.604 -0.128 2374.5 5 -4.605 -0.022 NC 10 7 11 1 -4.605 -0.022 NC 2 -4.611 0.044 4411.4 3 -4.617 -0.085 3002.8 4 -4.622 -0.159 1481.6 5 -4.628 0.016 NC 11 2 6 1 -3.109 -0.022 NC 2 -3.111 0.234 968.1 3 -3.112 0.053 3475.0 4 -3.114 -0.151 1818.0 5 -3.116 -0.013 NC 12 6 10 1 -3.116 -0.013 NC . 2 -3.117 0.081 2792.3 3 -3.118 -0.159 1557.8 4 -3.119 -0.307 787.5 5 -3.120 0.012 NC 13 8 7 1 0.025 -5.490 NC 2 0.024 -5.340 2195.2 3 0.023 -5.101 2911.7 4 0.022 -4.836 NC 5 0.022 -4.605 NC 14 7 6 1 0.022 -4.605 NC 2 0.020 -4.320 1654.6 3 0.018 -3.912 2792.7 4 0.016 -3.478 NC 5 0.013 -3.116 NC 15 6 5 1 0.013 -3.116 NC 2 0.010 -2.655 452.0 3 0.007 -1.922 395.5 4 0.003 -1.006 632.8 5 0.000 0.000 NC RISA -2D (R) Version 4.01 ' Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 44 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member AISC Unity Checks, LC 4 : LL +DL +E(max) > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 1.676 5 0.335 1 23.48 28.79 1.00 0.60 H1 -2 2 2 3 0.872 5 0.237 1 23.48 28.79 1.00 0.46 H1 -2 3 3 4 0.461 5 0.134 1 22.86 28.79 1.00 0.41 H1 -2 4 4 8 1.942 1 0.095 1 5.24 9.23 1.00 0.85 H1 -2 5 8 12 2.064 5 0.090 1 5.24 9.23 1.00 0.85 H1 -1 6 12 11 0.423 1 0.108 1 22.86 28.79 1.00 0.48 H2 -1 7 11 10 0.712 1 0.182 1 23.48 28.79 1.00 0.51 H2 -1 8 10 9 1.523 1 0.317 1 23.48 28.79 1.00 0.60 H2 -1 9 3 7 1.299 1 0.285 1 26.53 31.67 1.00 0.85 H1 -2 10 7 11 1.309 1 0.293 1 26.53 31.67 1.00 0.85 H1 -2 11 2 6 2.273 1 0.445 1 26.53 31.67 1.00 0.85 H1 -2 12 6 10 2.035 1 0.456 1 26.53 31.67 1.00 0.85 H1 -2 13 8 7 0.725 1 0.236 1 22.86 28.79 1.00 0.34 H1 -2 14 7 6 1.264 1 0.469 1 23.48 28.79 1.00 0.29 H1 -2 15 6 5 2.098 1 0.442 1 23.48 28.79 1.00 0.60 H1 -2 < Member NDS Unity Checks, LC 4 : LL +DL +E(max) > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' FIT' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 4 : LL +DL +E(max) > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 4 : LL +DL +E(max) > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X74 111.00 8.23 BEAM W21X44 123.00 5.44 Total Wts: 13.68 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 45 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 20.500 0.000 0.00 6 20.500 12.000 0.00 7 20.500 24.000 0.00 8 20.500 37.000 0.00 9 41.000 0.000 0.00 10 41.000 12.000 0.00 11 41.000 24.000 0.00 12 41.000 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction 9 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 "5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in COLUMN W14X74 STL 21.80 1.2 1.2 134.00 796.00 BEAM W21X44 STL 13.00 1.2 1.2 20.70 843.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, *200 Page: 46 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 4 4 8 BEAM 20.50 5 8 12 BEAM 20.50 6 12 11 COLUMN 13.00 7 11 10 COLUMN 12.00 8 10 9 COLUMN 12.00 9 3 7 BEAM 20.50 10 7 11 BEAM 20.50 11 2 6 BEAM 20.50 12 6 10 BEAM 20.50 13 8 7 COLUMN 13.00 14 7 6 COLUMN 12.00 15 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 20.50 5 BEAM 20.50 6 COLUMN 13.00 7 COLUMN 12.00 8 COLUMN 12.00 9 BEAM • 20.50 2.00 10 BEAM 20.50 2.00 11 BEAM 20.50 2.00 12 BEAM 20.50 2.00 13 COLUMN 13.00 14 COLUMN 12.00 15 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 DL (roof and floors) 1 4 3 LL (roof and floors) 1 4 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 47 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 12 L X - 12.420 11 L X - 10.690 10 L X -5.350 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- f t , in, rad 8 L Y -3.630 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.2200 10 7 11 UNIFORM 0.2200 11 2 6 UNIFORM 0.2200 12 6 10 UNIFORM 0.2200 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L Y -8.470 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.7700 10 7 11 UNIFORM 0.7700 11 2 6 UNIFORM 0.7700 12 6 10 UNIFORM 0.7700 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > ' RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y RISA -2D (R) Version 4.01 ' Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, *200 Page: 48 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft/sec Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 5 : LL +DL +E(max /max) > Joint + Translation + Rotation No X Y 6z in in rad 1 0.000 0.000 0.02938 2 -3.497 -0.024 0.01217 3 -5.174 -0.036 0.00619 4 -6.166 -0.039 0.00335 5 0.000 0.000 0.03107 6 -3.505 -0.013 0.00831 7 - 5.181 -0.022 0.00509 8 -6.176 -0.025 0.00200 9 0.000 0.000 0.02923 10 -3.510 0.014 0.01282 11 -5.206 0.020 0.00682 12 -6.203 0.022 0.00334 < Story Drift, LC 5 : LL +DL +E(max /max) > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 5 : LL +DL +E(max /max) > Joint + Forces + Moment No X Y Mz K K K -ft 1 38.31 107.59 0.00 5 50.67 59.64 0.00 9 36.53 -60.27 0.00 Totals: 125.51 106.96 Center of Gravity Coords (X,Y,Z) (ft) : 20.500, 20.510, 0.000 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 49 i Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME Member Section Forces, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 107.59 -38.31 0.00 2 107.37 -38.31 114.94 3 107.14 -38.31 229.89 4 106.92 -38.31 344.83 5 106.70 -38.31 459.77 2 2- 3 1 49.99 -26.79 -80.96 2 49.77 -26.79 -0.58 3 49.55 -26.79 79.81 4 49.32 -26.79 160.19 5 49.10 -26.79 240.58 3 3- 4 1 13.25 -15.20 -63.66 2 13.00 -15.20 -14.26 3 12.76 -15.20 35.13 4 12.52 -15.20 84.53 5 12.28 -15.20 133.93 4 4- 8 1 15.20 12.28 133.93 2 15.20 12.05 71.57 3 15.20 11.83 10.37 4 15.20 11.60 -49.66 5 15.20 11.37 - 108.54 5 8- 12 1 42.24 11.66 105.34 2 42.24 11.43 46.16 3 42.24 11.21 -11.86 4 42.24 10.98 -68.72 5 42.24 10.75 - 124.42 6 12- 11 1 -10.75 -12.53 - 124.42 2 -10.51 -12.53 -83.69 3 -10.27 -12.53 -42.95 4 -10.03 -12.53 -2.22 5 -9.79 -12.53 38.51 7 11- 10 1 -25.36 -21.29 - 207.91 2 -25.14 -21.29 - 144.05 3 -24.92 -21.29 -80.19 4 -24.70 -21.29 -16.33 5 -24.47 -21.29 47.53 8 10- 9 1 -61.16 -36.53 - 438.30 2 -60.94 -36.53 - 328.73 3 -60.72 -36.53 - 219.15 4 -60.49 -36.53 - 109.58 - RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 50 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J y Axial Shear Moment K K K -ft 5 -60.27 -36.53 0.00 9 3- 7 1 11.60 35.86 304.24 2 11.60 30.56 134.05 3 11.60 25.26 -8.97 4 11.60 19.96 - 124.82 5 11.60 14.66 - 213.51 10 7- 11 1 38.39 36.78 290.18 2 38.39 31.48 115.28 3 38.39 26.18 -32.45 4 38.39 20.88 - 153.02 5 38.39 15.57 - 246.42 11 2- 6 1 11.52 56.71 540.73 2 11.52 51.41 263.69 3 11.52 46.11 13.82 4 11.52 40.80 - 208.89 5 11.52 35.50 - 404.43 12 6- 10 1 8.36 57.89 483.55 2 8.36 52.59 200.46 3 8.36 47.29 -55.47 4 8.36 41.99 - 284.24 5 8.36 36.69 - 485.84 13 8- 7 1 12.39 -27.04 - 213.87 2 12.63 -27.04 - 125.99 3 12.87 -27.04 -38.11 4 13.11 -27.04 49.76 5 13.35 -27.04 137.64 14 7- 6 1 35.47 -53.83 - 366.05 2 35.70 -53.83 - 204.55 3 35.92 -53.83 -43.05 4 36.14 -53.83 118.45 5 36.36 -53.83 279.95 15 6- 5 1 58.75 -50.67 - 608.03 2 58.97 -50.67 - 456.02 3 59.19 -50.67 - 304.01 4 59.41 -50.67 - 152.01 5 59.64 -50.67 0.00 RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, ##200 Page: 51 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 5 : LL +DL +E(max /max) > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi---- - 1 1 2 1 4.94 -7.21 0.00 0.00 2 4.93 -7.21 -12.28 12.28 3 4.91 -7.21 -24.55 24.55 4 4.90 -7.21 -36.83 36.83 5 4.89 -7.21 -49.11 49.11 2 2 3 1 2.29 -5.04 8.65 -8.65 2 2.28 -5.04 0.06 -0.06 3 2.27 -5.04 -8.52 8.52 4 2.26 -5.04 -17.11 17.11 5 2.25 -5.04 -25.70 25.70 3 3 4 1 0.61 -2.86 6.80 -6.80 2 0.60 -2.86 1.52 -1.52 3 0.59 -2.86. -3.75 3.75 4 0.57 -2.86 -9.03 9.03 5 0.56 -2.86 -14.30 14.30 4 4 8 1 1.17 2.04 -19.69 19.69 2 1.17 2.00 -10.52 10.52 3 1.17 1.96 -1.53 1.53 4 1.17 1.93 7.30 -7.30 5 1.17 1.89 15.96 -15.96 5 8 12 1 3.25 1.94 -15.49 15.45 2 3.25 1.90 -6.79 6.79 3 3.25 1.86 1.74 -1.74 4 3.25 1.82 10.11 -10.11 5 3.25 1.78 18.30 -18.30 6 12 11 1 -0.49 -2.36 13.29 -13.29 2 -0.48 -2.36 8.94 -8.94 3 -0.47 -2.36 4.59 -4.59 4 -0.46 -2.36 0.24 -0.24 5 -0.45 -2.36 -4.11 4.11 7 11 10 1 -1.16 -4.01 22.21 -22.21 2 -1.15 -4.01 15.39 -15.39 3 -1.14 -4.01 8.56 -8.56 4 -1.13 -4.01 1.74 -1.74 5 -1.12 -4.01 -5.08 5.08 8 10 9 1 -2.81 -6.87 46.81 -46.81 2 -2.80 -6.87 35.11 -35.11 3 -2.79 -6.87 23.41 -23.41 4 -2.77 -6.87 11.70 -11.70 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 52 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 5 : LL +DL +E(max /max) > Member Joints Section Bending Bending I - J 4, Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 -2.76 -6.87 0.00 0.00 9 3 7 1 0.89 5.95 -44.74 44.74 2 0.89 5.07 -19.71 19.71 3 0.89 4.19 1.32 -1.32 4 0.89 3.31 18.35 -18.35 5 0.89 2.43 31.40 -31.40 10 7 11 1 2.95 6.10 -42.67 42.67 2 2.95 5.22 -16.95 16.95 3 2.95 4.34 4.77 -4.77 4 2.95 3.46 22.50 -22.50 5 2.95 2.58 36.24 -36.24 11 2 6 1 0.89 9.41 -79.51 79.51 2 0.89 8.53 -38.78 38.78 3 0.89 7.65 -2.03 2.03 4 0.89 6.77 30.72 - 30.72 5 0.89 5.89 59.47 -59.47 12 6 10 1 0.64 9.61 -71.10 71.'0 2 0.64 8.73. -29.48 29.48 3 0.64 7.85 8.16 -8.16 4 0.64 6.97 41.80 -41.80 5 0.64 6.09 71.44 -71.44 13 8 7 1 0.57 -5.09 22.84 -22.84 2 0.58 -5.09 13.46 -13.46 3 0.59 -5.09 4.07 -4.07 4 0.60 -5.09 -5.32 5.32 5 0.61 -5.09 -14.70 14.70 14 7 6 1 1.63 -10.13 39.10 -39.10 2 1.64 -10.13 21.85 -21.85 3 1.65 -10.13 4.60 -4.60 4 1.66 -10.13 -12.65 12.65 5 1.67 -10.13 -29.90 29.90 15 6 5 1 2.69 -9.54 64.94 -64.94 2 2.71 -9.54 48.71 -48.71 3 2.72 -9.54 32.47 -32.47 4 2.73 -9.54 16.24 -16.24 5 2.74 -9.54 0.00 0.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 53 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J y x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.006 1.068 743.8 3 -0.012 2.058 464.9 4 -0.018 2.894 531.3 5 -0.024 3.497 NC 2 2 3 1 -0.024 3.497 NC 2 -0.027 3.970 2687.9 3 -0.030 4.443 1339.1 4 -0.033 4.862 1336.7 5 -0.036 5.174 NC 3 3 4 1 -0.036 5.174 NC 2 -0.036 5.444 7046.2 3 -0.037 5.725 2807.9 4 -0.038 5.979 2549.2 5 -0.039 6.166 NC 4 4 8 1 -6.166 -0.039 NC 2 -6.168 0.051 3236.9 3 -6.171 0.008 7466.3 4 -6.173 -0.054 8328.5 5 -6.176 -0.025 NC 5 8 12 1 -6.176 -0.025 NC 2 -6.183 0.009 NC 3 -6.190 -0.044 5772.5 4 -6.197 -0.075 2893.7 5 -6.203 0.022 NC 6 12 11 1 -0.022 -6.203 NC 2 -0.021 -6.021 2326.7 3 -0.021 -5.773 2296.6 4 -0.020 -5.490 4477.5 5 -0.020 -5.206 NC 7 11 10 1 -0.020 -5.206 NC 2 -0.018 -4.885 1404.2 3 -0.017 -4.466 1332.7 4 -0.015 - 3.994 2419.2 5 -0.014 -3.510 NC 8 10 9 1 -0.014 -3.510 NC 2 -0.010 -2.891 557.3 3 -0.007 -2.050 487.7 4 -0.003 -1.062 780.2 RISA -2D (R) Version 4.01 'Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 54 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J 4 x y Lin in in 5 0.000 0.000 NC 9 3 7 1 -5.174 -0.036 NC 2 -5.175 0.095 2117.3 3 -5.177 -0.028 NC 4 -5.179 -0.139 2100.6 5 -5.181 -0.022 NC 10 7 11 1 -5.181 -0.022 NC 2 -5.187 0.054 3745.2 3 -5.194 -0.088 2831.9 4 -5.200 -0.174 1341.5 5 -5.206 0.020 NC 11 2 6 1 -3.497 -0.024 NC 2 -3.499 0.268 850.2 3 -3.501 0.066 2896.2 4 -3.503 -0.166 1647.3 5 -3.505 -0.013 NC 12 6 10 1 -3.505 -0.013 NC 2 -3.506 0.095 2411.7 3 -3.508 -0.172 1427.3 4 -3.509 -0.341 707.1 5 -3.510 0.014 NC 13 8 7 1 0.025 -6.176 NC 2 0.024 -6.007 1951.3 3 0.023 -5.739 2588.2 4 0.022 -5.440 NC 5 0.022 -5.181 NC 14 7 6 1 0.022 -5.181 NC 2 0.020 -4.860 1470.8 3 0.018 -4.401 2482.5 4 0.016 -3.913 NC • 5 0.013 -3.505 NC 15 6 5 1 0.013 -3.505 NC 2 0.010 -2.987 401.7 3 0.007 -2.162 351.5 4 0.003 -1.132 562.4 5 0.000 0.000 NC RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 55 , Portland, OR 97209 Date: 8/05/99 File: GREEN1H - Green Office Building END FRAME < Member AISC Unity Checks, LC 5 : LL +DL +E(max /max) > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 1.876 5 0.376 1 23.48 28.79 1.00 0.60 H1 -2 2 2 3 0.971 5 0.263 1 23.48 28.79 1.00 0.47 H1 -2 3 3 4 0.516 5 0.149 1 22.86 28.79 1.00 0.41 H1 -2 4 4 8 2.174 1 0.106 1 5.24 9.23 1.00 0.85 H1 -2 5 8 12 2.331 5 0.101 1 5.24 9.23 1.00 0.85 H1 -1 6 12 11 0.479 1 0.123 1 22.86 28.79 1.00 0.48 H2 -1 7 11 10 0.812 1 0.209 1 23.48 28.79 1.00 0.51 H2 -1 8 10 9 1.723 1 0.358 1 23.48 28.79 1.00 0.60 H2 -1 9 3 7 1.443 1 0.310 1 26.53 31.67 1.00 0.85 H1 -2 10 7 11 1.450 1 0.318 1 26.53 31.67 1.00 0.85 H1 -2 11 2 6 2.541 1 0.490 1 26.53 31.67 1.00 0.85 H1 -2 12 6 10 2.278 5 0.500 1 26.53 31.67 1.00 0.85 H1 -2 13 8 7 0.813 1 0.265 1 22.86 28.79 1.00 0.34 H1 -2 14 7 6 1.414 1 0.528 1 23.48 28.79 1.00 0.29 H1 -2 15 6 5 2.349 1 0.497 1 23.48 28.79 1.00 0.60 H1 -2 < Member NDS Unity Checks, LC 5 : LL +DL +E(max /max) > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 5 : LL +DL +E(max /max) > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... < Material Takeoff, LC 5 : LL +DL +E(max /max) > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X74 111.00 8.23 BEAM W21X44 123.00 5.44 Total Wts: 13.68 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 56 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building - END FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 20.500 0.000 0.00 6 20.500 12.000 0.00 7 20.500 24.000 0.00 8 20.500 37.000 0.00 9 41.000 0.000 0.00 10 41.000 12.000 0.00 11 41.000 24.000 0.00 12 41.000 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction 9 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 "5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in "2 in in "4 COLUMN W14X74 STL 21.80 1.2 1.2 134.00 796.00 BEAM W21X44 STL 13.00 1.2 1.2 20.70 843.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 57 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 4 4 8 BEAM 20.50 5 8 12 BEAM 20.50 6 12 11 COLUMN 13.00 7 11 10 COLUMN 12.00 8 10 9 COLUMN 12.00 9 3 7 BEAM 20.50 10 7 11 BEAM 20.50 11 2 6 BEAM 20.50 12 6 10 BEAM 20.50 13 8 7 COLUMN 13.00 14 7 6 COLUMN 12.00 15 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 20.50 5 BEAM 20.50 6 COLUMN 13.00 7 COLUMN 12.00 8 COLUMN 12.00 9 BEAM 20.50 2.00 10 BEAM 20.50 2.00 11 BEAM 20.50 2.00 12 BEAM 20.50 2.00 13 COLUMN 13.00 14 COLUMN 12.00 15 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 DL (roof and floors) 1 4 3 LL (roof and floors) 1 4 RISA -2D (R) Version 4.01 = Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 58 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- ft , in, rad 12 L X - 12.420 11 L X - 10.690 10 L X -5.350 < Joint Loads /Enforced Displacements, BLC 2 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 8 L Y -3.630 < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.2200 10 7 11 UNIFORM 0.2200 11 2 6 UNIFORM 0.2200 12 6 10 UNIFORM 0.2200 < Joint Loads /Enforced Displacements, BLC 3 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 8 L Y -8.470 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 9 3 7 UNIFORM 0.7700 10 7 11 UNIFORM 0.7700 11 2 6 UNIFORM 0.7700 12 6 10 UNIFORM 0.7700 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y RISA -2D (R) Version 4.01 Tim Covert, P.E. Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 59 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 Y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec ^ 2 Convergence Tolerance 0.001 Converge Work Vectors No < Joint Displacements, LC 6 : .9DL + E /1.4 > Joint + Translation + Rotation No X Y 6z in in rad 1 0.000 0.000 0.00666 2 -0.793 -0.006 0.00276 3 -1.173 -0.009 0.00141 4 -1.398 -0.010 0.00074 5 0.000 0.000 0.00705 6 -0.795 -0.004 0.00189 7 -1.175 -0.006 0.00115 8 -1.400 -0.007 0.00045 9 0.000 0.000 0.00663 10 -0.796 0.003 0.00291 11 -1.180 0.004 0.00155 12 -1.407 0.004 0.00077 < Story Drift, LC 6 : .9DL + E /1.4 > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 6 : .9DL + E /1.4 > Joint + Forces + Moment No X Y Mz K K K - 1 8.69 26.60 0.00 5 11.49 16.67 0.00 9 8.28 -11.46 0.00 Totals: 28.46 31.81 Center of Gravity Coords (X,Y,Z) (ft) : 20.500, 21.043, 0.000 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 60 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 6 : .9DL + E /1.4 > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 26.60 -8.69 0.00 2 26.40 -8.69 26.08 3 26.20 -8.69 52.15 4 26.00 -8.69 78.23 5 25.80 -8.69 104.31 2 2- 3 1 12.91 -6.08 -18.42 2 12.71 -6.08 -0.18 3 12.51 -6.08 18.07 4 12.31 -6.08 36.31 5 12.11 -6.08 54.55 3 3- 4 1 3.93 -3.51 -14.66 2 3.72 -3.51 -3.24 3 3.50 -3.51 8.18 4 3.28 -3.51 19.60 5 3.07 -3.51 31.02 4 4- 8 1 3.51 3.07 31.02 2 3.51 2.86 15.84 3 3.51 2.66 1.70 4 3.51 2.45 -11.40 5 3.51 2.25 -23.45 5 8- 12 1 9.65 2.97 25.05 2 9.65 2.77 10.33 3 9.65 2.57 -3.35 4 9.65 2.36 -15.98 5 9.65 2.16 -27.56 6 12- 11 1 -2.16 -2.77 -27.56 2 -1.94 -2.77 -18.54 3 -1.72 -2.77 -9.53 4 -1.51 -2.77 -0.51 5 -1.29 -2.77 8.51 7 11- 10 1 -4.78 -4.82 -47.15 2 -4.58 -4.82 -32.68 3 -4.38 -4.82 -18.21 4 -4.18 -4.82 -3.75 5 -3.98 -4.82 10.72 8 10- 9 1 -12.26 -8.28 -99.34 2 -12.06 -8.28 -74.50 3 -11.86 -8.28 -49.67 4 -11.66 -8.28 -24.83 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 61 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Section Forces, LC 6 : .9DL + E /1.4 > Member Joints Section I - J y Axial Shear Moment K K K -ft 5 -11.46 -8.28 0.00 9 3- 7 1 2.57 8.17 69.21 2 2.57 6.96 30.44 3 2.57 5.74 -2.08 4 2.57 4.52 -28.36 5 2.57 3.30 -48.39 10 7- 11 1 8.64 8.36 65.82 2 8.64 7.14 26.08 3 8.64 5.93 -7.41 4 8.64 4.71 -34.65 5 8.64 3.49 -55.65 11 2- 6 1 2.61 12.89 122.73 2 2.61 11.67 59.77 3 2.61 10.46 3.07 4 2.61 9.24 -47.40 5 2.61 8.02 -91.61 12 6- 10 1 1.89 13.16 109.74 2 1.89 11.94 45.42 3 1.89 10.72 -12.65 4 1.89 9.50 -64.47 5 1.89 8.28 - 110.05 13 8- 7 1 3.99 -6.13 -48.50 2 4.21 -6.13 -28.57 3 4.43 -6.13 -8.64 4 4.64 -6.13 11.28 5 4.86 -6.13 31.21 14 7- 6 1 9.92 -12.21 -83.00 2 10.12 -12.21 -46.38 3 10.32 -12.21 -9.76 4 10.53 -12.21 26.86 5 10.73 -12.21 63.48 15 6- 5 1 15.87 -11.49 - 137.88 2 16.07 -11.49 - 103.41 3 16.27 -11.49 -68.94 4 16.47 -11.49 -34.47 5 16.67 -11.49 0.00 - RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 62 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 6 : .9DL + E/1.4 > Member Joints Section Bending Bending I - J 1 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 1.22 -1.64 0.00 0.00 2 1.21 -1.64 -2.79 2.79 3 1.20 -1.64 -5.57 5.57 4 1.19 -1.64 -8.36 8.36 5 1.18 -1.64 -11.14 11.14 2 2 3 1 0.59 -1.14 1.97 -1.97 2 0.58 -1.14 0.02 -0.02 3 0.57 -1.14 -1.93 1.93 4 0.56 -1.14 -3.88 3.88 5 0.56 -1.14 -5.83 5.83 3 3 4 1 0.18 -0.66 1.57 -1.57 2 0.17 -0.66 0.35 -0.35 3 0.16 -0.66 -0.87 0.87 4 0.15 -0.66 -2.09 2.09 5 0.14 -0.66 -3.31 3.31 4 4 8 1 0.27 0.51 -4.56 4.56 2 0.27 0.47 -2.33 2.33 3 0.27 0.44 -0.25 0.25 4 0.27 0.41 1.68 -1.68 5 0.27 0.37 3.45 -3.45 5 8 12 1 0.74 0.49 -3.68 3.68 2 0.74 0.46 -1.52 1.52 3 0.74 0.43 0.49 -0.49 4 0.74 0.39 2.35 -2.35 5 0.74 0.36 4.05 -4.05 6 12 11 1 -0.10 -0.52 2.94 -2.94 2 -0.09 -0.52 1.98 -1.98 3 -0.08 -0.52 1.02 - 1.02 4 -0.07 -0.52 0.05 -0.05 5 -0.06 -0.52 -0.91 0.91 7 11 10 1 -0.22 -0.91 5.04 -5.04 2 -0.21 -0.91 3.49 -3.49 3 -0.20 -0.91 1.95 -1.95 4 -0.19 -0.91 0.40 -0.40 5 -0.18 -0.91 -1.14 1.14 8 10 9 1 -0.56 -1.56 10.61 -10.61 2 -0.55 -1.56 7.96 -7.96 3 -0.54 -1.56 5.31 -5.31 4 -0.53 -1.56 2.65 -2.65 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 63 Portland, OR 97209 Date: B/05/99 L.-w. File: GREEN1H Green Office Building END FRAME < Member Stresses, LC 6 : .9DL + E /1.4 > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 5 -0.53 -1.56 0.00 0.00 9 3 7 1 0.20 1.36 -10.18 10.18 2 0.20 1.15 -4.48 4.48 3 0.20 0.95 0.31 -0.31 4 0.20 0.75 4.17 -4.17 5 0.20 0.55 7.12 -7.12 10 7 11 1 0.66 1.39 -9.68 9.68 2 0.66 1.19 -3.84 3.84 3 0.66 0.98 1.09 -1.09 4 0.66 0.78 5.10 -5.10 5 0.66 0.58 8.18 -8.18 11 2 6 1 0.20 2.14 -18.05 18.05 2 0.20 1.94 -8.79 8.79 3 0.20 1.74 -0.45 0.45 4 0.20 1.53 6.97 -6.97 5 0.20 1.33 13.47 -13.47 12 6 10 1 0.15 2.18 -16.14 16.14 2 0.15 1.98 -6.68 6.68 3 0.15 1.78 1.86 -1.86 4 0.15 1.58 9.48 -9.48 5 0.15 1.37 16.18 -16.18 13 8 7 1 0.18 -1.15 5.18 -5.18 2 0.19 -1.15 3.05 -3.05 3 0.20 -1.15 0.92 -0.92 4 0.21 -1.15 -1.21 1.21 5 0.22 -1.15 -3.33 3.33 14 7 6 1 0.46 -2.30 8.87 -8.87 2 0.46 -2.30 4.95 -4.95 3 0.47 -2.30 1.04 -1.04 4 0.48 -2.30 -2.87 2.87 5 0.49 -2.30 -6.78 6.78 15 6 5 1 0.73 -2.16 14.73 -14.73 2 0.74 -2.16 11.04 -11.04 3 0.75 -2.16 7.36 -7.36 4 0.76 -2.16 3.68 -3.68 5 0.76 -2.16 0.00 0.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 64 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 6 : .9DL + E /1.4 > Member Joints Section I - J y x y L/n in in 1 1 2 1 0.000 0.000 NC 2 -0.001 0.242 3278.6 3 -0.003 0.467 2049.1 4 - 0.004 0.656 2341.9 5 -0.006 0.793 NC 2 2 3 1 -0.006 0.793 NC 2 -0.007 0.900 NC 3 -0.007 1.007 5915.6 4 -0.008 1.103 5901.2 5 -0.009 1.173 NC 3 3 4 1 -0.009 1.173 NC 2 -0.009 1.235 NC 3 -0.009 1.299 NC 4 -0.009 1.356 NC 5 -0.010 1.398 NC 4 4 8 1 -1.398 -0.010 NC 2 -1.399 0.010 NC 3 -1.399 -0.001 NC 4 -1.400 -0.014 NC 5 -1.400 -0.007 NC 5 8 12 1 -1.400 -0.007 NC 2 -1.402 0.000 NC 3 -1.404 -0.013 NC 4 -1.405 -0.019 NC 5 -1.407 0.004 NC 6 12 11 1 -0.004 -1.407 NC 2 -0.004 -1.365 NC 3 -0.004 -1.309 NC 4 -0.004 -1.245 NC 5 -0.004 -1.180 NC 7 11 10 1 -0.004 -1.180 NC 2 -0.003 -1.108 6185.5 3 -0.003 -1.013 5867.2 4 -0.003 -0.906 NC 5 -0.003 -0.796 NC 8 10 9 1 -0.003 -0.796 NC 2 -0.002 -0.656 2459.1 3 -0.001 -0.465 2151.7 4 -0.001 -0.241 3442.7 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 65 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member Deflections, LC 6 : .9DL + E /1.4 > Member Joints Section I - J 4 x y L/n in in 5 0.000 0.000 NC 9 3 7 1 -1.173 -0.009 NC 2 - 1.174 0.021 8559.1 3 -1.174 -0.007 NC 4 -1.174 -0.033 9518.2 5 -1.175 -0.006 NC 10 7 11 1 -1.175 -0.006 NC 2 -1.176 0.011 NC 3 -1.178 -0.021 NC 4 -1.179 -0.040 5917.5 5 -1.180 0.004 NC 11 2 6 1 -0.793 -0.006 NC 2 -0.793 0.060 3754.3 3 -0.794 0.014 NC 4 -0.794 -0.038 7244.3 5 -0.795 -0.004 NC 12 6 10 1 -0.795 -0.004 NC 2 -0.795 0.021 NC 3 -0.795 -0.040 6270.5 4 -0.796 -0.078 3114.6 5 -0.796 0.003 NC 13 8 7 1 0.007 -1.400 NC 2 0.007 -1.362 8605.2 3 0.007 -1.301 NC 4 0.006 -1.234 NC 5 0.006 -1.175 NC 14 7 6 1 0.006 -1.175 NC 2 0.005 -1.102 6486.1 3 0.005 -0.998 NC 4 0.004 -0.887 NC 5 0.004 -0.795 NC 15 6 5 1 0.004 -0.795 NC 2 0.003 -0.677 1771.7 3 0.002 -0.490 1550.2 4 0.001 -0.257 2480.4 5 0.000 0.000 NC RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 66 Portland, OR 97209 Date: 8/05/99 File: GREEN1H Green Office Building END FRAME < Member AISC Unity Checks, LC 6 : .9DL + E /1.4 > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.428 5 0.085 1 23.48 28.79 1.00 0.60 H1 -2 2 2 3 0.222 5 0.060 1 23.48 28.79 1.00 0.46 H1 -2 3 3 4 0.120 5 0.034 1 22.86 28.79 1.00 0.41 H1 -2 4 4 8 0.504 1 0.026 1 5.24 9.23 1.00 0.85 H1 -2 5 8 12 0.516 5 0.026 1 5.24 9.23 1.00 0.85 H1 -1 6 12 11 0.106 1 0.027 1 22.86 28.79 1.00 0.48 H2 -1 7 11 10 0.183 1 0.047 1 23.48 28.79 1.00 0.51 H2 -1 8 10 9 0.388 1 0.081 1 23.48 28.79 1.00 0.60 H2 -1 9 3 7 0.328 1 0.071 1 26.53 31.67 1.00 0.85 H1 -2 10 7 11 0.329 1 0.072 1 26.53 31.67 1.00 0.85 H1 -2 11 2 6 0.577 1 0.111 1 26.53 31.67 1.00 0.85 H1 -2 12 6 10 0.516 5 0.114 1 26.53 31.67 1.00 0.85 H1 -2 13 8 7 0.186 1 0.060 1 22.86 28.79 1.00 0.34 H1 -2 14 7 6 0.324 1 0.120 1 23.48 28.79 1.00 0.29 H1 -2 15 6 5 0.537 1 0.113 1 23.48 28.79 1.00 0.60 H1 -2 < Member NDS Unity Checks, LC 6 : .9DL + E /1.4 > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 6 : .9DL + E /1.4 > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... <.Material Takeoff, LC 6 : .9DL + E /1.4 > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X74 111.00 8.23 BEAM W21X44 123.00 5.44 Total Wts: 13.68 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 1 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building • SIDE FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I 7 Label Shape Label Area 0,2 1,3 1,3 0,2 ( in in''4 in - 4 COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 • < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.0( 2 2 3 COLUMN 12.0( 3 3 4 COLUMN 13.0( RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 2 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90 °. Set I:AVM J:AVM I -End ,J -End Label .. Length in in ft - -- 4 4 8 BEAM 22.5 5 3 7 BEAM 22.5 6 2 6 BEAM 22.5 7 8 7 COLUMN 13.0 8 7 6 COLUMN 12.0 9 6 5 COLUMN 12.0 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Swa Member Set le -out le -in le -bend out in CH o ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM _ 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- f t , in, rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K,K-ft ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y -4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 3 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC.2 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > Joints Member I J Direction Magnitude Location K, K -ft ft or % 6 2 6 Y - 16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec ^ 2 Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 4 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 1 : LL + DL > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.00014 2 -0.001 -0.005 - 0.00033 3 0.000 -0.008 - 0.00028 4 0.001 -0.009 - 0.00018 5 0.000 0.000 - 0.00014 6 0.001 -0.005 0.00033 7 0.000 -0.008 0.00028 8 -0.001 -0.009 0.00018 < Story Drift, LC 1 : LL + DL > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 1 : LL + DL > Joint + Forces + Moment No X Y Mz K K K -ft 1 1.81 34.50 0.00 5 -1.81 34.50 0.00 Totals: 0.00 69.00 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 21.855, 0.000 < Member Section Forces, LC 1 : LL + DL > Member Joints Section I - J 4, Axial Shear Moment K K K - 1 1- 2 1 34.50 -1.81 0.00 2 34.14 -1.81 5.44 3 33.78 -1.81 10.88 4 33.42 -1.81 16.31 5 33.06 -1.81 21.75 2 2- 3 1 21.47 -5.30 -32.97 2 21.11 -5.30 -17.05 3 20.75 -5.30 -1.14 4 20.39 -5.30 14.78 5 20.03 -5.30 30.69 3 3- • 4 1 8.45 -3.56 -25.39 2 8.06 -3.56 -13.81 3 7.66 -3.56 -2.23 4 7.27 -3.56 9.35 5 6.88 -3.56 20.93 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 5 Portland, OR 97209 Date: 8/05/99 . 1._ File: GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 1 : LL + DL > Member Joints Section I - J i. Axial Shear Moment K K K -ft 4 4- 8 1 3.56 6.88 20.93 2 3.56 3.44 -8.12 3 3.56 0.00 -17.80 4 3.56 -3.44 -8.12 5 3.56 -6.88 20.93 5 3 - 7 1 1.74 11.59 56.08 2 1.74 11.24 -8.11 3 1.74 -10.89 -70.35 4 1.74 -11.24 -8.11 5 1.74 -11.59 56.08 6 2 - 6 1 -3.49 11.59 54.72 2 -3.49 11.24 -9.48 3 -3.49 -10.89 -71.71 4 -3.49 -11.24 -9.48 5 -3.49 -11.59 54.72 7 8 - 7 1 6.88 3.56 20.93 2 7.27 3.56 9.35 3 7.66 3.56 -2.23 4 8.06 3.56 -13.81 5 8.45 3.56 -25.39 8 7- 6 1 20.03 5.30 30.69 2 20.39 5.30 14.78 3 20.75 5.30 -1.14 4 21.11 5.30 -17.05 5 21.47 5.30 -32.97 9 6- 5 1 33.06 1.81 21.75 2 33.42 1.81 16.31 3 33.78 1.81 10.88 4 34.14 1.81 5.44 5 34.50 1.81 0.00 < Member Stresses, LC 1 : LL + DL > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 0.98 -0.25 0.00 0.00 2 0.97 -0.25 -0.34 0.34 3 0.96 -0.25 -0.68 0.68 4 0.95 -0.25 -1.03 1.03 5 0.94 -0.25 -1.37 1.37 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 6 Portland, OR 97209 Date: 8/05/99 +. File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 1 : LL + DL > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 2 2 3 1 0.61 -0.75 2.08 -2.08 2 0.60 -0.75 1.07 -1.07 3 0.59 -0.75 0.07 -0.07 4 0.58 -0.75 -0.93 0.93 5_ 0.57 -0.75 -1.93 1.93 3 3 4 1 0.24 -0.50 1.60 -1.60 2 0.23 -0.50 0.87 -0.87 3 0.22 -0.50 0.14 -0.14 4 0.21 -0.50 -0.59 0.59 5 0.20 -0.50 -1.32 1.32 4 4 8 1 0.20 0.81 -1.92 1.92 2 0.20 0.40 0.75 -0.75 3 0.20 0.00 1.64 -1.64 4 0.20 -0.40 0.75 -0.75 5 0.20 -0.81 -1.92 1.92 5 3 7 1 0.10 1.36 -5.15 5.15 2 0.10 1.32 0.75 -0.75 3 0.10 -1.28 6.46 -6.46 4 0.10 -1.32 0.75 -0.75 5 0.10 -1.36 -5.15 5.15 6 2 6 1 -0.19 1.36 -5.03 5.03 2 -0.19 1.32 0.87 -0.87 3 -0.19 -1.28 6.59 -6.59 4 -0.19 -1.32 0.87 -0.87 5 -0.19 -1.36 -5.03 5.03 7 8 7 1 0.20 0.50 -1.32 1.32 2 0.21 0.50 -0.59 0.59 3 0.22 0.50 0.14 -0.14 4 0.23 0.50 0.87 -0.87 5 0.24 0.50 1.60 -1.60 8 7 6 1 0.57 0.75 -1.93 1.93 2 0.58 0.75 -0.93 0.93 3 0.59 0.75 0.07 -0.07 4 0.60 0.75 1.07 -1.07 5 0.61 0.75 2.08 -2.08 9 6 5 1 0.94 0.25 -1.37 1.37 2 0.95 0.25 -1.03 1.03 3 0.96 0.25 -0.68 0.68 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 7 ' Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 1 : LL + DL > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 4 0.97 0.25 -0.34 0.34 5 0.98 0.25 0.00 0.00 < Member Deflections, LC 1 : LL + DL > _ Member Joints Section I - J y x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.001 0.006 NC 3 -0.002 0.009 NC 4 -0.004 0.008 NC 5 -0.005 0.001 NC 2 2 3 1 -0.005 0.001 NC 2 -0.005 -0.003 NC 3 -0.006 -0.001 NC -- 4 -0.007 0.002 NC 5 -0.008 0.000 NC 3 3 4 1 -0.008 0.000 NC 2 -0.00B -0.005 NC 3 -0.008 -0.003 NC 4 -0.009 0.000 NC 5 -0.009 -0.001 NC 4 4 8 1 0.001 -0.009 NC 2 0.000 -0.027 NC 3 0.000 -0.036 9784.7 4 0.000 -0.027 NC 5 -0.001 -0.009 NC 5 3 7 1 0.000 -0.008 NC 2 0.000 -0.048 6760.9 3 0.000 -0.078 3846.0 4 0.000 -0.048 6760.9 5 0.000 -0.008 NC 6 2 6 1 -0.001 -0.005 NC 2 0.000 -0.047 6364.6 3 0.000 -0.078 3672.6 4 0.000 -0.047 6364.6 5 0.001 -0.005 NC 7 8 7 1 0.009 -0.001 NC 2 0.009 0.000 NC RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 8 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 1 : LL + DL > Member Joints Section I - J 4 x y L/n in in 3 0.008 -0.003 NC 4 0.008 -0.005 NC 5 0.008 0.000 NC 8 7 6 1 0.008 0.000 NC 2 0.007 0.002 NC 3 0.006 -0.001 NC 4 0.005 -0.003 NC 5 0.005 0.001 NC 9 6 5 1 0.005 0.001 NC 2 0.004 0.008 NC 3 0.002 0.009 NC 4 0.001 0.006 NC 5 0.000 0.000 NC < Member AISC Unity Checks, LC 1 : LL + DL > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn Ksi Ksi 1 1 2 0.101 5 0.018 1 19.31 23.76 1.00 0.60 H1 -2 2 2 3 0.116 1 0.052 1 19.31 23.76 1.00 0.23 H1 -2 3 3 4 0.078 1 0.035 1 19.06 23.76 1.00 0.27 H1 -2 4 4 8 0.261 5 0.056 1 3.88 7.78 1.00 0.85 H1 -1 5 3 7 0.277 3 0.095 1 19.99 23.76 1.00 0.85 H1 -2 6 2 6 0.286 3 0.095 1 19.99 23.76 1.00 0.85 H2 -1 7 8 7 0.078 5 0.035 1 19.06 23.76 1.00 0.27 H1 -2 8 7 6 0.116 5 0.052 1 19.31 23.76 1.00 0.23 H1 -2 9 6 5 0.101 1 0.018 1 19.31 23.76 1.00 0.60 H1 -2 < Member NDS Unity Checks, LC 1 : LL + DL > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 1 : LL + DL > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 9 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 1 : LL + DL > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 10 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50' < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10"5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label .. Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 11 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 4 4 8 BEAM 22.50 5 3 7 BEAM 22.50 6 2 6 BEAM 22.50 7 8 7 COLUMN 13.00 8 7 6 COLUMN 12.00 9 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K, K- ft ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y -4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 12 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > Joints Member I J Direction Magnitude Location K, K -ft ft or % 6 2 6 Y - 16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft/sec Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 13 Portland, OR 97209 Date: 8/05/99 . %. File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 2 : LL + DL + E /1.4 > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.00682 2 - 0.807 -0.010 0.00255 3 -1.228 -0.015 0.00138 4 -1.486 -0.017 0.00066 5 0.000 0.000 0.00655 6 -0.807 0.000 0.00322 7 -1.232 0.000 0.00195 8 -1.491 -0.001 0.00101 < Story Drift, LC 2 : LL + DL + E /1.4 > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 2 : LL + DL + E /1.4 > Joint + Forces + Moment No X Y Mz K K K -ft 1 16.49 70.38 0.00 5 12.88 -1.37 0.00 Totals: 29.37 69.00 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 21.855, 0.000 < Member Section Forces, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J 4 Axial Shear Moment K K K -ft 1 1- 2 1 70.38 -16.49 0.00 2 70.02 -16.49 49.48 3 69.66 -16.49 98.97 4 69.30 -16.49 148.45 5 68.94 -16.49 197.94 2 2- 3 1 37.83 - 17.23 -76.30 2 37.47 -17.23 -24.62 3 37.11 -17.23 27.06 4 36.75 - 17.23 78.73 5 36.39 -17.23 130.41 3 3- 4 1 13.76 -10.04 -49.80 2 13.37 -10.04 -17.18 3 12.98 -10.04 15.43 4 12.59 -10.04 48.05 5 12.20 -10.04 80.67 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 14 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J y Axial Shear Moment K K K - 4 4- 8 1 10.04 12.20 80.67 2 10.04 8.75 21.74 3 10.04 5.31 -17.82 4 10.04 1.87 -38.02 5 10.04 -1.57 -38.86 5 3- 7 1 7.19 22.63 180.21 2 7.19 22.28 53.91 3 7.19 0.15 -70.43 4 7.19 -0.20 -70.30 5 7.19 -0.55 -68.21 6 2- 6 1 -0.73 31.11 274.23 2 -0.73 30.76 100.22 3 -0.73 8.63 -71.83 4 -0.73 8.28 - 119.41 5 -0.73 7.94 - 165.04 7 8- 7 1 1.57 -2.90 -38.86 2 1.96 -2.90 -29.43 3 2.35 -2.90 -19.99 4 2.74 -2.90 -10.55 5 3.13 -2.90 -1.12 8 7 - 6 1 3.68 -6.65 -69.32 2 4.04 -6.65 -49.36 3 4.40 -6.65 -29.40 4 4.76 -6.65 -9.43 5 5.12 -6.65 10.53 9 6- 5 1 -2.82 -12.88 - 154.50 2 -2.46 -12.88 - 115.88 3 -2.10 -12.88 -77.25 4 -1.73 -12.88 -38.63 5 -1.37 -12.88 0.00 < Member Stresses, LC 2 : LL + DL + E /1.4 > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 1.99 -2.32 0.00 0.00 2 1.98 -2.32 -3.12 3.12 3 1.97 -2.32 -6.23 6.23 4 1.96 -2.32 -9.35 9.35 5 1.95 -2.32 -12.46 12.46 RISA -2D (R) Version 4.01 Tim Covert, P.E.,, Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 15 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 2 : LL + DL + E /1.4 > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi. Ksi Ksi 2 2 3 1 1.07 -2.42 4.80 -4.80 2 1.06 -2.42 1.55 -1.55 3 1.05 -2.42 -1.70 1.70 4 1.04 -2.42 -4.96 4.96 5 1.03 -2.42 -8.21 8.21 3 3 4 1 0.39 -1.41 3.14 -3.14 2 0.38 -1.41 1.08 -1.08 3 0.37 -1.41 -0.97 0.97 4 0.36 -1.41 -3.03 3.03 5 0.35 -1.41 -5.08 5.08 4 4 8 1 0.55 1.43 -7.41 7.41 2 0.55 1.03 -2.00 2.00 3 0.55 0.62 1.64 -1.64 4 0.55 0.22 3.49 -3.49 5 0.55 -0.18 3.57 -3.57 5 3 7 1 0.39 2.66 -16.56 16.56 2 0.39 2.62 -4.95 4.95 3 0.39 0.02 6.47 -6.47 4 0.39 -0.02 6.46 -6.46 5 0.39 -0.06 6.27 -6.27 6 2 6 1 -0.04 3.66 -25.20 25.20 2 -0.04 3.62 -9.21 9.21 3 -0.04 1.01 6.60 -6.60 4 -0.04 0.97 10.97 -10.97 5 -0.04 0.93 15.17 -15.17 7 8 7 1 0.04 -0.41 2.45 -2.45 2 0.06 -0.41 1.85 -1.85 3 0.07 -0.41 1.26 -1.26 4 0.08 -0.41 0.66 -0.66 5 0.09 -0.41 0.07 -0.07 8 7 6 1 0.10 -0.93 4.36 -4.36 2 0.11 -0.93 3.11 -3.11 3 0.12 -0.93 1.85 -1.85 4 0.13 -0.93 0.59 -0.59 5 0.15 -0.93 -0.66 0.66 9 6 5 1 -0.08 -1.81 9.73 -9.73 2 -0.07 -1.81 7.30 -7.30 3 -0.06 -1.81 4.86 -4.86 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 16 Portland, OR 97209 Date: 8/05/99 k File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 2 : LL + DL + E /1.4 > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 4 -0.05 -1.81 2.43 -2.43 5 -0.04 -1.81 0.00 0.00 < Member Deflections, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J y x y L/n in in 1 1 2 1 0.000 0.000 NC 2 -0.002 0.250 2995.3 3 -0.005 0.480 1872.1 4 -0.007 0.673 2139.5 5 -0.010 0.807 NC 2 2 3 1 -0.010 0.807 NC 2 -0.011 0.918 NC 3 -0.012 1.039 6847.9 4 -0.014 1.149 5578.8 5 -0.015 1.228 NC 3 3 4 1 -0.015 1.228 NC 2 -0.016 1.296 NC 3 -0.016 1.371 NC 4 -0.017 1.440 8668.1 5 -0.017 1.486 NC 4 4 8 1 -1.486 -0.017 NC 2 -1.487 -0.013 NC 3 -1.489 -0.036 9764.8 4 -1.490 -0.041 7506.6 5 -1.491 -0.001 NC 5 3 7 1 -1.228 -0.015 NC 2 -1.229 -0.014 NC 3 -1.230 -0.078 3835.1 4 -1.231 -0.082 3467.9 5 -1.232 0.000 NC 6 2 6 1 -0.807 -0.010 NC 2 -0.807 0.017 NC 3 -0.807 -0.079 3657.9 4 -0.807 -0.112 2467.3 5 -0.807 0.000 NC 7 8 7 1 0.001 -1.491 NC 2 0.001 -1.442 9856.5 RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 17 ¢ Portland, OR 97209 Date: 8/05/99 t. File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 2 : LL + DL + E /1.4 > Member Joints Section I - J 4 x y L/n in in 3 0.001 -1.380 8555.5 4 0.000 -1.308 NC 5 0.000 -1.232 NC 8 7 6 1 0.000 -1.232 NC 2 0.000 -1.146 6852.6 3 0.000 -1.042 6302.9 4 0.000 -0.926 NC 5 0.000 -0.807 NC 9 6 5 1 0.000 -0.807 NC 2 0.000 -0.658 2741.0 3 0.000 -0.463 2398.4 4 0.000 -0.239 3837.4 5 0.000 0.000 NC < Member AISC Unity Checks, LC 2 : LL + DL + E /1.4 > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.461 5 0.121 1 25.74 31.67 1.00 0.60 H1 -2 2 2 3 0.295 5 0.126 1 25.74 31.67 1.00 0.37 H1 -2 3 3 4 0.172 5 0.073 1 25.40 31.67 1.00 0.35 H1 -2 4 4 8 0.734 1 0.075 1 5.18 10.37 1.00 0.85 H1 -2 5 3 7 0.537 1 0.139 1 26.65 31.67 1.00 0.85 H1 -2 6 2 6 0.797 1 0.191 1 26.65 31.67 1.00 0.85 H2 -1 7 8 7 0.079 1 0.021 1 25.40 31.67 1.00 0.61 H1 -2 8 7 6 0.141 1 0.049 1 25.74 31.67 1.00 0.54 H1 -2 9 6 5 0.310 1 0.094 1 25.74 31.67 1.00 0.60 H2 -1 < Member NDS Unity Checks, LC 2 : LL + DL + E /1.4 > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 2 : LL + DL + E /1.4 > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 "Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 18 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 2 : LL + DL + E /1.4 > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 1 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 2 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label L. Length in in ft - - -- 4 4 8 BEAM 22.50 5 3 7 BEAM 22.50 6 2 6 BEAM 22.50 7 8 7 COLUMN 13.00 8 7 6 COLUMN 12.00 9 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K- f t , in , rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K, K- ft ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y -4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 3 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > Joints Member I J Direction Magnitude Location K,K ft or % 6 2 6 Y - 16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y 7 LL +DL +1.85xE 1 2.59 2 1 2 1 Y -1 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec"'2 Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 4 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 3 : LL + DL + E > Joint + Translation + Rotation No X Y 6z in in rad 1 0.000 0.000 0.00949 2 -1.129 -0.012 0.00370 3 -1.719 -0.018 0.00204 4 -2.081 -0.020 0.00099 5 0.000 0.000 0.00923 6 -1.130 0.002 0.00437 7 -1.724 0.003 0.00261 8 -2.087 0.003 0.00135 < Story Drift, LC 3 : LL + DL + E > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 3 : LL + DL + E > Joint + Forces + Moment No X Y Mz K K K - 1 22.37 84.73 0.00 5 18.75 -15.72 0.00 Totals: 41.12 69.00 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 21.855, 0.000 < Member Section Forces, LC 3 : LL + DL + E > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 84.73 -22.37 0.00 2 84.37 -22.37 67.10 3 84.01 -22.37 134.21 4 83.65 -22.37 201.31 5 83.29 -22.37 268.41 2 2- 3 1 44.37 -21.99 -93.63 2 44.01 -21.99 -27.65 3 43.65 -21.99 38.33 4 43.29 -21.99 104.31 5 42.93 -21.99 170.29 3 3- 4 1 15.88 -12.63 -59.57 2 15.49 -12.63 -18.53 3 15.10 -12.63 22.50 4 14.71 -12.63 63.54 5 14.32 -12.63 104.57 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 5 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 3 : LL + DL + E > Member Joints Section I - J 4 Axial Shear Moment K K K - 4 4- 8 1 12.63 14.32 104.57 2 12.63 10.88 33.69 3 12.63 7.44 -17.83 4 12.63 4.00 -49.99 5 12.63 0.55 -62.78 5 3- 7 1 9.37 27.04 229.86 2 9.37 26.70 78.72 3 9.37 4.57 -70.46 4 9.37 4.22 -95.17 5 9.37 3.87 - 117.92 6 2- 6 1 0.37 38.92 362.04 2 0.37 38.57 144.10 3 0.37 16.44 -71.88 4 0.37 16.09 - 163.39 5 0.37 15.75 - 252.94 7 8- 7 1 -0.55 -5.49 -62.78 2 -0.16 -5.49 -44.94 3 0.23 -5.49 -27.09 4 0.62 -5.49 -9.25 5 1.01 -5.49 8.59 8 7- 6 1 -2.86 -11.44 - 109.33 2 -2.50 -11.44 -75.01 3 -2.14 -11.44 -40.70 4 -1.78 -11.44 -6.38 5 -1.42 -11.44 27.93 9 6- 5 1 -17.17 -18.75 - 225.00 2 -16.81 -18.75 - 168.75 3 -16.45 -18.75 - 112.50 4 -16.09 -18.75 -56.25 5 -15.72 -18.75 0.00 < Member Stresses, LC 3 : LL + DL + E > . Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi--- - 1 1 2 1 2.40 -3.14 0.00 0.00 2 2.39 -3.14 -4.22 4.22 3 2.38 -3.14 -8.45 8.45 4 2.37 -3.14 -12.67 12.67 5 2.36 -3.14 -16.90 16.90 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 6 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 3 : LL + DL + E > Member Joints Section Bending Bending I - J .. Axial Shear Top Bottom Ksi Ksi Ksi Ksi 2 2 3 1 1.26 -3.09 5.89 -5.89 2 1.25 -3.09 1.74 -1.74 3 1.24 -3.09 -2.41 2.41 4 1.23 -3.09 -6.57 6.57 5 1.22 -3.09 -10.72 10.72 3 3 4 1 0.45 -1.77 3.75 -3.75 2 0.44 -1.77 1.17 -1.17 3 0.43 -1.77 -1.42 1.42 4 0.42 -1.77 -4.00 4.00 5 0.41 -1.77 -6.58 6.58 4 4 8 1 .0.69 1.68 -9.61 9.61 2 0.69 1.28 -3.10 3.10 3 0.69 0.87 1.64 -1.64 4 0.69 0.47 4.59 -4.59 5 0.69 0.07 5.77 -5.77 5 3 7 1 0.51 3.18 -21.12 21.12 2 0.51 3.14 -7.23 7.23 3 0.51 0.54 6.48 -6.48 4 0.51 0.50 8.75 -8.75 5 0.51 0.45 10.84 -10.84 6 2 6 1 0.02 4.58 -33.27 33.27 2 0.02 4.53 -13.24 13.24 3 0.02 1.93 6.61 -6.61 4 0.02 1.89 15.01 -15.01 5 0.02 1.85 23.24 -23.24 7 8 7 1 -0.02 -0.77 3.95 -3.95 2 0.00 -0.77 2.83 -2.83 3 0.01 -0.77 1.71 -1.71 4 0.02 -0.77 0.58 -0.58 5 0.03 -0.77 -0.54 0.54 8 7 6 1 -0.08 -1.61 6.88 -6.88 2 -0.07 -1.61 4.72 -4.72 3 -0.06 -1.61 2.56 -2.56 4 -0.05 -1.61 0.40 -0.40 5 -0.04 -1.61 -1.76 1.76 9 6 5 1 -0.49 -2.63 14.17 -14.17 2 -0.48 -2.63 10.62 -10.62 3 -0.47 -2.63 7.08 -7.08 RISA -2D (R) Version 4.01 ' - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 7 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 3 : LL + DL + E > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 4 -0.46 -2.63 3.54 -3.54 5 -0.45 -2.63 0.00 0.00 < Member Deflections, LC 3 :.LL + DL + E > Member Joints Section I - J 4 x y L/n in in 1 1 2 1 0.000 0.000 NC 2 -0.003 0.348 2208.9 3 -0.006 0.669 1380.5 4 -0.009 0.938 1577.8 5 -0.012 1.129 NC 2 2 3 1 -0.012 1.129 NC 2 -0.013 1.286 NC 3 -0.015 1.454 4833.3 4 -0.016 1.607 4095.0 5 -0.018 1.719 NC 3 3 4 1 -0.018 1.719 NC 2 -0.019 1.816 NC 3 -0.019 1.921 7600.7 4 -0.020 2.015 6302.9 5 -0.020 2.081 NC 4 4 8 1 -2.081 -0.020 NC 2 -2.082 -0.007 NC 3 -2.084 -0.037 9756.9 4 -2.086 -0.046 6242.0 5 -2.087 0.003 NC 5 3 7 1 -1.719 -0.018 NC 2 -1.721 0.000 NC 3 -1.722 -0.078 3830.7 4 -1.723 -0.096 2902.5 5 -1.724 0.003 NC 6 2 6 1 -1.129 -0.012 NC 2 -1.129 0.042 5317.9 3 -1.130 -0.079 3652.1 4 -1.130 -0.137 1981.9 5 -1.130 0.002 NC 7 8 7 1 -0.003 -2.087 NC 2 -0.003 -2.019 6901.6 RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 8 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 3 : LL + DL + E > Member Joints Section I - J 4 x y L/n in in 3 -0.003 -1.930 6312.5 4 -0.003 -1.829 NC 5 -0.003 -1.724 NC 8 7 6 1 - 0.003 -1.724 NC 2 -0.003 -1.606 4738.2 3 -0.002 -1.459 4552.4 4 -0.002 -1.295 8442.8 5 -0.002 -1.130 NC 9 6 5 1 -0.002 -1.130 NC 2 -0.002 -0.924 1882.2 3 -0.001 -0.652 1646.9 4 -0.001 -0.337 2635.0 5 0.000 0.000 NC < Member AISC Unity Checks, LC 3 : LL + DL + E > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.615 5 0.164 1 25.74 31.67 1.00 0.60 H1 -2 2 2 3 0.381 5 0.161 1 25.74 31.67 1.00 0.38 H1 -2 3 3 4 0.222 5 0.092 1 25.40 31.67 1.00 0.37 H1 -2 4 4 8 0.951 1 0.088 1 5.18 10.37 1.00 0.85 H1 -2 5 3 7 0.685 1 0.166 1 26.65 31.67 1.00 0.85 H1 -2 6 2 6 1.051 1 0.238 1 26.65 31.67 1.00 0.85 H1 -2 7 8 7 0.125 1 0.040 1 25.40 31.67 1.00 0.55 H2 -1 8 7 6 0.220 1 0.084 1 25.74 31.67 1.00 0.50 H2 -1 9 6 5 0.464 1 0.137 1 25.74 31.67 1.00 0.60 H2 -1 < Member NDS Unity Checks, LC 3 : LL + DL + E > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 3 : LL + DL + E > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 9 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 3 : LL + DL + E > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07 RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 19 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 20 Portland, OR 97209 ' Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4, Length in in ft - - -- 4 4 8 BEAM 22.50 5 3 7 BEAM 22.50 6 2 6 BEAM 22.50 7 8 7 COLUMN 13.00 8 7 6 COLUMN 12.00 9 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K, K - ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y -4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 21 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > Joints Member I J Direction Magnitude Location K,K-ft ft or % 6 2 6 Y' - 16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y S LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec"2 Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 22 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 4 : LL +DL +E(max) > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.02633 2 -3.161 -0.025 0.01095 3 -4.815 -0.036 0.00623 4 -5.828 - 0.041 0.00309 5 0.000 0.000 0.02609 6 -3.165 0.015 0.01164 7 -4.827 0.021 0.00681 8 -5.843 0.023 0.00345 < Story Drift, LC 4 : LL +DL +E(max) > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 4 : LL +DL +E(max) > Joint + Forces + Moment No X Y Mz K K K -ft 1 59.37 175.14 0.00 5 55.76 - 106.13 0.00 Totals: 115.13 69.00 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 21.855, 0.000 < Member Section Forces, LC 4 : LL +DL +E(max) > Member Joints Section I - J 4 Axial Shear Moment K K K - 1 1- 2 1 175.14 -59.37 0.00 2 174.78 -59.37 178.10 3 174.42 -59.37 356.20 4 174.06 -59.37 534.30 5 173.70 -59.37 712.40 2 2- 3 1 85.58 -52.03 - 202.81 2 85.22 -52.03 -46.72 3 84.86 -52.03 109.38 4 84.50 -52.03 265.48 5 84.14 -52.03 421.57 3 3- 4 1 29.27 -28.94 - 121.08 2 28.88 -28.94 -27.03 3 28.49 -28.94 67.02 4 28.10 -28.94 161.07 5 27.71 -28.94 255.12 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 23 Portland, OR 97209 Date: 8/05/99 't GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 4 : LL +DL +E(max) > Member Joints Section I - J 4 Axial Shear Moment K K K -ft 4 4- 8 1 28.94 27.71 255.12 2 28.94 24.27 108.94 3 28.94 20.83 -17.89 4 28.94 17.38 - 125.35 5 28.94 13.94 - 213.45 5 3- 7 1 23.09 54.87 542.66 2 23.09 54.52 235.01 3 23.09 32.39 -70.67 4 23.09 32.04 - 251.88 5 23.09 31.69 - 431.14 6 2- 6 1 7.33 88.12 915.21 2 7.33 87.77 420.53 3 7.33 65.64 -72.19 4 7.33 65.29 - 440.43 5 7.33 64.94 - 806.72 7 8- 7 1 -13.94 -21.79 - 213.45 2 -13.55 -21.79 - 142.65 3 -13.16 -21.79 -71.84 4 -12.77 -21.79 -1.04 5 -12.38 -21.79 69.76 8 7- 6 1 -44.07 -41.58 - 361.37 2 -43.71 -41.58 - 236.64 3 -43.35 -41.58 - 111.91 4 -42.99 -41.58 12.82 5 -42.63 -41.58 137.55 9 6- 5 1 - 107.58 -55.76 - 669.17 2 - 107.21 -55.76 - 501.87 3 - 106.85 -55.76 - 334.58 4 - 106.49 -55.76 - 167.29 5 - 106.13 -55.76 0.00 < Member Stresses, LC 4 : LL +DL +E(max) > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 4.96 -8.34 0.00 0.00 2 4.95 -8.34 -11.21 11.21 3 4.94 -8.34 -22.43 22.43 4 4.93 -8.34 -33.64 33.64 5 4.92 -8.34 -44.85 44.85 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 24 Portland, OR 97209 Date: 8/05/99 _ File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 4 : LL +DL +E(max) > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 2 2 3 1 2.42 -7.31 12.77 -12.77 2 2.41 -7.31 2.94 -2.94 3 2.40 -7.31 -6.89 6.89 4 2.39 -7.31 -16.71 16.71 5 2.38 -7.31 -26.54 26.54 3 3 4 1 0.83 -4.06 7.62 -7.62 2 0.82 -4.06 1.70 -1.70 3 0.81 -4.06 -4.22 4.22 4 0.80 -4.06 -10.14 10.14 5 0.78 -4.06 -16.06 16.06 4 4 8 1 1.59 3.26 -23.45 23.45 2 1.59 2.85 -10.01 10.01 3 1.59 2.45 1.64 '� -1.64 4 1.59 2.04 11.52 '0 -11.52 5 1.59 1.64 19.62 -19.62 5 3 7 1 1.27 6.45 -49.87 49.87 2 1.27 6.41 -21.60 21.60 3 1.27 3.81 6.49 -6.49 4 1.27 3.77 23.15 -23.15 5 1.27 3.73 39.62 -39.62 6 2 6 1 0.40 10.36 -84.11 84.11 2 0.40 10.32 -38.65 38.65 3 0.40 7.72 6.63 -6.63 4 0.40 7.68 40.47 -40.47 5 0.40 7.63 74.14 -74.14 7 8 7 1 -0.39 -3.06 13.44 -13.44 2 -0.38 -3.06 8.98 -8.98 3 -0.37 -3.06 4.52 -4.52 4 -0.36 -3.06 0.07 -0.07 5 -0.35 -3.06 -4.39 4.39 8 7 6 1 -1.25 -5.84 22.75 -22.75 2 -1.24 -5.84 14.90 -14.90 3 -1.23 -5.84 7.05 -7.05 4 -1.22 -5.84 -0.81 0.81 5 -1.21 -5.84 -8.66 8.66 9 6 5 1 -3.05 -7.83 42.13 -42.13 2 -3.04 -7.83 31.60 -31.60 3 -3.03 -7.83 21.06 -21.06 RISA -2D (R) Version 4.01 - Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 25 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 4 : LL +DL +E(max) > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 4 -3.02 -7.83 10.53 -10.53 5 -3.01 -7.83 0.00 0.00 < Member Deflections, LC 4 : LL +DL +E(max) > Member Joints Section I - J 4 x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.006 0.963 832.2 3 -0.012 1.857 520.2 4 -0.018 2.613 594.5 5 -0.025 3.161 NC 2 2 3 1 -0.025 3.161 NC 2 -0.028 3.608 4307.6 3 -0.031 4.073 1693.9 4 -0.033 4.496 1530.5 5 -0.036 4.815 NC 3 3 4 1 -0.036 4.815 NC 2 -0.038 5.093 6392.7 3 -0.039 5.383 2551.8 4 -0.040 5.642 2318.1 5 -0.041 5.828 NC 4 4 8 1 -5.828 -0.041 NC 2 -5.832 0.029 5063.1 3 -5.835 -0.037 9707.1 4 -5.839 -0.082 3028.2 5 -5.843 0.023 NC 5 3 7 1 -4.815 -0.036 NC 2 -4.818 0.085 2510.8 3 -4.821 -0.079 3803.4 4 -4.824 -0.182 1431.7 5 -4.827 0.021 NC 6 2 6 1 -3.161 -0.025 NC 2 -3.162 0.204 1235.6 3 -3.163 -0.079 3615.8 4 -3.164 -0.300 885.0 5 -3.165 0.015 NC 7 8 7. 1 -0.023 -5.843 NC 2 -0.023 -5.654 2389.2 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 26 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 4 : LL +DL +E(max) > Member Joints Section I - J y x y L/n in in 3 -0.022 -5.400 2380.5 4 -0.022 -5.114 4726.8 5 -0.021 -4.827 NC 8 7 6 1 -0.021 -4.827 NC 2 -0.020 -4.501 1609.5 3 -0.018 -4.083 1655.6 4 -0.017 -3.621 3512.5 5 -0.015 -3.165 NC 9 6 5 1 -0.015 -3.165 NC 2 -0.011 -2.601 632.9 3 -0.008 -1.842 553.8 4 -0.004 -0.954 886.0 5 0.000 0.000 NC < Member AISC Unity Checks, LC 4 : LL +DL +E(max) > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 1.587 5 0.434 1 25.74 31.67 1.00 0.60 H1 -2 2 2 3 0.921 5 0.381 1 25.74 31.67 1.00 0.41 H1 -2 3 3 4 0.534 5 0.212 1 25.40 31.67 1.00 0.41 H1 -2 4 4 8 2.317 1 0.170 1 5.18 10.37 1.00 0.85 H1 -2 5 3 7 1.619 1 0.336 1 26.65 31.67 1.00 0.85 H1 -2 6 2 6 2.669 1 0.540 1 26.65 31.67 1.00 0.85 H1 -2 7 8 7 0.438 1 0.159 1 25.40 31.67 1.00 0.47 H2 -1 8 7 6 0.762 1 0.304 1 25.74 31.67 1.00 0.45 H2 -1 9 6 5 1.436 1 0.408 1 25.74 31.67 1.00 0.60 H2 -1 < Member NDS Unity Checks, LC 4 : LL +DL +E(max) > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 4 : LL +DL +E(max) > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 27 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 4 : LL +DL +E(max) > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 28 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 "5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C in "2 in "4 in COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.00 2 2 3 COLUMN 12.00 3 3 4 COLUMN 13.00 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 29 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 4 4 8 BEAM 22.5( 5 3 7 BEAM 22.5C 6 2 6 BEAM 22.5C 7 8 7 COLUMN 13.0C 8 7 6 COLUMN 12.0C 9 6 5 COLUMN 12.0C < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Swal Member Set le-out le -in le -bend out in CH o j ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz). Magnitude K, K -ft, in, rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K,K-ft ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y -4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 30 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC 2 > _ Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > = Joints Member I J Direction Magnitude Location K, K - ft or % 6 2 6 Y - 16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec - 2 Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 31 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 5 : LL +DL +E(max /max) > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.02960 2 -3.556 -0.027 0.01236 3 - 5.417 4i -0.040 0.00704 4 -6.556 " -0.045 0.00350 5 0.000 0.000 0.02937 6 -3.560 0.018 0.01306 7 -5.431 0' 0.025 0.00763 8 -6.573 0.027 0.00386 < Story Drift, LC 5 : LL +DL +E(max /max) > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 5 : LL +DL +E(max /max) > Joint + Forces + Moment No X Y Mz K K K -ft 1 66.56 192.72 0.00 5 62.96 - 123.71 0.00 Totals: 129.52 69.00 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 21.855, 0.000 < Member Section Forces, LC 5 : LL +DL +E(max /max) > _ Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 192.72 -66.56 0.00 2 192.36 -66.56 199.68 3 192.00 -66.56 399.36 4 191.64 -66.56 599.05 5 191.28 -66.56 798.73 2 2- 3 1 93.59 -57.87 - 224.04 2 93.23 -57.87 -50.42 3 92.87 -57.87 123.20 4 92.51 -57.87 296.82 5 92.15 -57.87 470.44 3 3- 4 1 31.87 -32.11 - 133.04 2 31.48 -32.11 -28.68 3 31.09 -32.11 75.68 4 30.70 -32.11 180.04 5 30.31 -32.11 284.40 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 32 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J 4 Axial Shear Moment K K K -ft 4 4- 8 1 32.11 30.31 284.40 2 32.11 26.87 123.57 3 32.11 23.43 -17.90 4 32.11 19.99 - 140.01 5 32.11 16.54 - 242.75 5 3- 7 1 25.76 60.28 603.48 2 25.76 59.93 265.40 3 25.76 37.80 -70.71 4 25.76 37.45 - 282.36 5 25.76 37.10 - 492.04 6 2- 6 1 8.69 97.68 1022.77 2 8.69 97.33 474.28 3 8.69 75.21 -72.25 4 8.69 74.86 - 494.30 5 8.69 74.51 - 914.40 7 8- 7 1 -16.54 -24.95 - 242.75 2 -16.15 -24.95 - 161.65 3 -15.76 -24.95 -80.54 4 -15.37 -24.95 0.56 5 -14.98 -24.95 81.66 8 7 - 6 1 -52.09 -47.44 -410.38 2 -51.73 -47.44 - 268.07 3 -51.37 -47.44 - 125.76 4 -51.00 -47.44 16.56 5 -50.64 -47.44 158.87 9 6- 5 1 - 125.15 -62.96 - 755.53 2 - 124.79 -62.96 - 566.65 3 - 124.43 -62.96 - 377.77 4 - 124.07 -62.96 - 188.88 5 - 123.71 -62.96 0.00 < Member Stresses, LC 5 : LL +DL +E(max /max) > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 5.46 -9.35 0.00 0.00 2 5.45 -9.35 -12.57 12.57 3 5.44 -9.35 -25.14 25.14 4 5.43 -9.35 -37.71 37.71 5 5.42 -9.35 -50.29 50.29 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 33 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 5 : LL +DL +E(max /max) > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 2 2 3 1 2.65. -8.13 14.11 -14.11 2 2.64 -8.13 3.17 -3.17 3 2.63 -8.13 -7.76 7.76 4 2.62 -8.13 -18.69 18.69 5 2.61 -8.13 -29.62 29.62 3 3 4 1 0.90 -4.51 8.38 -8.38 2 0.89 -4.51 1.81 -1.81 3 0.88 -4.51 -4.76 4.76 4 0.87 -4.51 -11.33 11.33 5 0.86 -4.51 -17.90 17.90 4 4 8 1 1.76 3.56 -26.14 26.14 2 1.76 3.16 -11.36 11.36 3 1.76 2.75 1.64 -1.64 4 1.76 2.35 12.87 -12.87 5 1.76 1.94 22.31 -22.31 5 3 7 1 1.42 7.09 -55.46 55.46 2 1.42 7.04 -24.39 24.39 3 1.42 4.44 6.50 -6.50 4 1.42 4.40 25.95 -25.95 5 1.42 4.36 45.22 -45.22 6 2 6 1 0.48 11.48 -93.99 93.99 2 0.48 11.44 -43.59 43.59 3 0.48 8.84 6.64 -6.64 4 0.48 8.80 45.42 -45.42 5 0.48 8.76 84.03 -84.03 7 8 7 1 -0.47 -3.51 15.28 -15.28 2 -0.46 -3.51 10.18 -10.18 3 -0.45 -3.51 5.07 -5.07 4 -0.44 -3.51 -0.04 0.04 5 -0.42 -3.51 -5.14 5.14 8 7 6 1 -1.48 -6.66 25.84 -25.84 2 -1.47 -6.66 16.88 -16.88 3 -1.46 -6.66 7.92 -7.92 4 -1.44 -6.66 -1.04 1.04 5 -1.43 -6.66 -10.00 10.00 9 6 5 1 -3.55 -8.84 47.57 -47.57 2 -3.54 -8.84 35.67 -35.67 3 -3.53 -8.84 23.78 -23.78 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 34 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 5 : LL +DL +E(max /max) > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 4 -3.51 -8.84 11.89 -11.89 5 -3.50 -8.84 0.00 0.00 < Member Deflections, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J y x y L/n in in 1 1 2 1 0.000 0.000 NC 2 -0.007 1.083 742.3 3 -0.014 2.088 463.9 4 -0.020 2.938 530.2 5 -0.027 3.556 NC 2 2 3 1 -0.027 3.556 NC 2 -0.030 4.059 3781.8 3 -0.034 4.582 1503.9 4 -0.037 5.058 1364.3 5 -0.040 5.417 NC 3 3 4 1 -0.040 5.417 NC 2 -0.041 5.730 5576.6 3 -0.042 6.056 2259.9 4 -0.044 6.347 2064.3 5 -0.045 6.556 NC 4 4 8 1 -6.556 -0.045 NC 2 -6.561 0.035 4340.0 3• -6.565 -0.037 9697.5 4 -6.569 -0.089 2752.6 5 -6.573 0.027 NC 5 3 7 1 -5.417 -0.040 NC 2 -5.421 0.102 2143.4 3 -5.424 -0.079 3798.2 4 -5.427 -0.199 1303.3 5 -5.431 0.025 NC 6 2 6 1 -3.556 -0.027 NC 2 -3.557 0.235 1075.1 3 -3.558 -0.080 3608.8 4 -3.559 -0.332 799.0 5 -3.560 0.018 NC 7 8 7 1 -0.027 -6.573 NC 2 -0.027 -6.361 2119.7 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 35 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 5 : LL +DL +E(max /max) > Member Joints Section I - J 4 x y L/n in in 3 -0.026 -6.075 2123.4 4 -0.025 -5.753 4261.4 5 -0.025 -5.431 NC 8 7 6 1 -0.025 -5.431 NC 2 -0.023 -5.064 1426.4 3 -0.021 -4.593 1473.3 4 -0.019 -4.074 3154.3 5 -0.018 -3.560 NC 9 6 5 1 -0.018 - 3.560 NC 2 -0.013 -2.927 560.5 3 -0.009 -2.074 490.5 4 -0.004 -1.074 784.7 5 0.000 0.000 NC < Member AISC Unity Checks, LC 5 : LL +DL +E(max /max) > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 1.776 5 0.487 1 25.74 31.67 1.00 0.60 H1 -2 2 2 3 1.026 5 0.423 1 25.74 31.67 1.00 0.41 H1 -2 3 3 4 0.595 5 0.235 1 25.40 31.67 1.00 0.41 H1 -2 4 4 8 2.583 1 0.186 1 5.18 10.37 1.00 0.85 H1 -2 5 3 7 1.800 1 0.369 1 26.65 31.67 1.00 0.85 H1 -2 6 2 6 2.984 1 0.598 1 26.65 31.67 1.00 0.85 H1 -2 7 8 7 0.499 1 0.183 1 25.40 31.67 1.00 0.47 H2 -1 8 7 6 0.867 1 0.347 1 25.74 31.67 1.00 0.45 H2 -1 9 6 5 1.625 1 0.461 1 25.74 31.67 1.00 0.60 H2 -1 < Member NDS Unity Checks, LC 5 : LL +DL +E(max /max) > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 5 : LL +DL +E(max /max) > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 36 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 5 : LL +DL +E(max /max) > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 37 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > - Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > - Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I Label Shape Label Area 0,2 1,3 1,3 0,2 c in - 2 in - 4 in - 4 COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 < Members > • Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - -- 1 1 2 COLUMN 12.01 2 2 3 COLUMN 12.01 3 3 4 COLUMN 13.01 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 38 , Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label 4 Length in in ft - - -- 4 4 8 BEAM 22.50 5 3 7 BEAM 22.50 6 2 6 BEAM 22.50 7 8 7 COLUMN 13.00 8 7 6 COLUMN 12.00 9 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K,K- ft,in,rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K, K -ft ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y -4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 39 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > Joints Member I J Direction Magnitude Location K, K- ft ft or % 6 2 6 Y - 16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration �f Gravity 32.20 ft /sec - 2 Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 ' Tim Covert, P.E.; Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 40 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 6 : .9DL + E /1.4 > Joint + Translation + Rotation No. X Y ez in in rad 1 0.000 0.000 0.00671 2 -0.806 -0.007 0.00280 3 -1.228 -0.010 0.00160 4 -1.487 -0.011 0.00076 5 0.000 0.000 0.00666 6 -0.807 0.003 0.00296 7 -1.231 0.005 0.00173 8 -1.490 0.005 0.00090 < Story Drift, LC 6 : .9DL + E /1.4 > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 6 : .9DL + E /1.4 > Joint + Forces + Moment No X Y Mz K K K -ft 1 15.10 47.78 0.00 5 14.27 -23.97 0.00 Totals: 29.37 23.82 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 21.834, 0.000 < Member Section Forces, LC 6 : .9DL + E /1.4 > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 47.78 -15.10 0.00 2 47.46 -15.10 45.30 3 47.14 -15.10 90.60 4 46.81 -15.10 135.90 5 46.49 -15.10 181.20 2 2- 3 1 24.16 -13.10 -50.81 2 23.83 -13.10 -11.50 3 23.51 -13.10 27.80 4 23.19 -13.10 67.11 5 22.86 -13.10 106.42 3 3- 4 1 9.02 -7.47 -30.67 2 8.66 -7.47 -6.39 3 8.31 -7.47 17.88 4 7.96 -7.47 42.16 5 7.61 -7.47 66.43 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 41 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 6 : .9DL + E /1.4 > Member Joints Section I - J L Axial Shear Moment K K K -ft 4 4- 8 1 7.47 7.61 66.43 2 7.47 6.46 26.86 3 7.47 5.31 -6.26 4 7.47 4.16 -32.91 5 7.47 3.01 -53.10 5 3- 7 1 5.63 13.85 137.09 2 5.63 13.53 60.08 3 5.63 8.86 -15.15 4 5.63 8.55 -64.12 5 5.63 8.24 - 111.33 6 2- 6 1 2.00 22.33 232.01 2 2.00 22.01 107.29 3 2.00 17.35 -15.66 4 2.00 17.03 - 112.34 5 2.00 16.72 - 207.26 7 8- 7 1 -3.01 -5.47 -53.10 2 -2.66 -5.47 -35.32 3 -2.31 -5.47 -17.54 4 -1.96 -5.47 0.24 5 -1.61 -5.47 18.02 8 7- 6 1 -9.85 -10.78 -93.31 2 -9.52 -10.78 -60.98 3 -9.20 -10.78 -28.65 4 -8.87 -10.78 3.69 5 -8.55 -10.78 36.02 9 6- 5 1 -25.27 -14.27 - 171.24 2 -24.94 -14.27 - 128.43 3 -24.62 -14.27 -85.62 4 -24.29 -14.27 -42.81 5 -23.97 -14.27 0.00 < Member Stresses, LC 6 : .9DL + E /1.4 > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 1.35 -2.12 0.00 0.00 2 1.34 -2.12 -2.85 2.85 3 1.34 -2.12 -5.70 5.70 4 1.33 -2.12 -8.56 8.56 5 1.32 -2.12 -11.41 11.41 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 42 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 6 : .9DL + E /1.4 > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 2 2 3 1 0.68 -1.84 3.20 -3.20 2 0.68 -1.84 0.72 -0.72 3 0.67 -1.84 -1.75 1.75 4 0.66 -1.84 -4.23 4.23 5 0.65 -1.84 -6.70 6.70 3 3 4 1 0.26 -1.05 1.93 -1.93 2 0.25 -1.05 0.40 -0.40 3 0.24 -1.05 -1.13 1.13 4 0.23 -1.05 -2.65 2.65 5 0.22 -1.05 -4.18 4.18 4 4 8 1 0.41 0.89 -6.11 6.11 2 0.41 0.76 -2.47 2.47 3 0.41 0.62 0.58 -0.58 4 0.41 0.49 3.02 -3.02 5 0.41 0.35 4.88 -4.88 5 3 7 1 0.31 1.63 -12.60 12.60 2 0.31 1.59 -5.52 5.52 3 0.31 1.04 1.39 -1.39 4 0.31 1.00 5.89 -5.89 5 0.31 0.97 10.23 -10.23 6 2 6 1 0.11 2.62 -21.32 21.32 2 0.11 2.59 -9.86 9.86 3 0.11 2.04 1.44 -1.44 4 0.11 2.00 10.32 -10.32 5 0.11 1.97 19.05 -19.05 7 8 7 1 -0.09 -0.77 3.34 -3.34 2 -0.08 -0.77 2.22 -2.22 3 -0.07 -0.77 1.10 -1.10 4 -0.06 -0.77 -0.02 0.02 5 -0.05 -0.77 -1.13 1.13 8 7 6 1 -0.28 -1.51 5.87 -5.87 2 -0.27 -1.51 3.84 -3.84 3 -0.26 -1.51 1.80 -1.80 4 -0.25 -1.51 -0.23 0.23 5 -0.24 -1.51 -2.27 2.27 9 6 5 1 -0.72 -2.00 10.78 -10.78 2 -0.71 -2.00 8.09 -8.09 3 -0.70 -2.00 5.39 -5.39 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 43 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 6 : .9DL + E /1.4 > Member Joints Section. Bending Bending I - J 4, Axial Shear Top Bottom Ksi Ksi Ksi Ksi 4 -0.69 -2.00 2.70 -2.70 5 -0.68 -2.00 0.00 0.00 < Member Deflections, LC 6 : .9DL + E /1.4 > Member Joints Section I - J y x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.002 0.246 3272.1 3 -0.003 0.474 2045.1 4 -0.005 0.666 2337.2 5 -0.007 0.806 NC 2 2 3 1 -0.007 0.806 NC 2 -0.007 0.920 NC 3 -0.008 1.039 6663.6 4 -0.009 1.147 6039.0 5 -0.010 1.228 NC 3 3 4 1 -0.010 1.228 NC 2 -0.010 1.300 NC 3 -0.011 1.374 9562.7 4 -0.011 1.440 8778.6 5 -0.011 1.487 NC 4 4 8 1 -1.487 -0.011 NC 2 -1.488 0.005 NC 3 -1.489 -0.013 NC 4 -1.490 -0.024 NC 5 -1.490 0.005 NC 5 3 7 1 -1.228 -0.010 NC 2 -1.229 0.023 9358.9 3 -1.230 -0.018 NC 4 -1.231 -0.046 5782.7 5 -1.231 0.005 NC 6 2 6 1 -0.806 -0.007 NC 2 -0.807 0.053 4741.3 3 -0.807 -0.018 NC 4 -0.807 -0.076 3523.5 5 -0.807 0.003 NC 7 8 7 1 -0.005 -1.490 NC 2 -0.005 -1.442 9717.3 • RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 44 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 6 : .9DL + E /1.4 > Member Joints Section I - J 4 x y L/n in in 3 -0.005 -1.377 9750.5 4 -0.005 -1.304 NC 5 -0.005 -1.231 NC 8 7 6 1 -0.005 -1.231 NC 2 -0.004 -1.148 6266.1 3 -0.004 -1.042 6467.7 4 -0.004 -0.924 NC 5 -0.003 -0.807 NC 9 6 5 1 -0.003 -0.807 NC 2 -0.003 -0.664 2473.0 3 -0.002 -0.470 2163.9 4 -0.001 -0.243 3462.2 5 0.000 0.000 NC < Member AISC Unity Checks, LC 6 : .9DL + E /1.4 > Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 0.406 5 0.110 1 25.74 31.67 1.00 0.60 H1 -2 2 2 3 0.234 5 0.096 1 25.74 31.67 1.00 0.41 H1 -2 3 3 4 0.140 5 0.055 1 25.40 31.67 1.00 0.42 H1 -2 4 4 8 0.603 1 0.047 1 5.18 10.37 1.00 0.85 H1 -2 5 3 7 0.409 1 0.085 1 26.65 31.67 1.00 0.85 H1 -2 6 2 6 0.677 1 0.137 1 26.65 31.67 1.00 0.85 H1 -2 7 8 7 0.109 1 0.040 1 25.40 31.67 1.00 0.46 H2 -1 8 7 6 0.195 1 0.079 1 25.74 31.67 1.00 0.45 H2 -1 9 6 5 0.365 1 0.104 1 25.74 31.67 1.00 0.60 H2 -1 < Member NDS Unity Checks, LC 6 : .9DL + E /1.4 > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fv' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 6 : .9DL + E /1.4 > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 45 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 6 : .9DL + E /1.4 > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 1 Portland, OR 97209 Date: 8/05/99. File: GREEN2H Green Office Building SIDE FRAME PA IVEL Z•0Ke- Go a.0 : Units US Standard Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 5 Do Redesign Yes P -Delta Analysis Tolerance 0.50% < Joint Coordinates > Joint X Y Joint No Coordinate Coordinate Temperature ft ft °F 1 0.000 0.000 0.00 2 0.000 12.000 0.00 3 0.000 24.000 0.00 4 0.000 37.000 0.00 5 22.500 0.000 0.00 6 22.500 12.000 0.00 7 22.500 24.000 0.00 8 22.500 37.000 0.00 < Boundary Conditions > Joint + Translation + No X Y Rotation K /in K /in K- ft /rad 1 Reaction Reaction 5 Reaction Reaction < Materials (General) > Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi Ksi 10 ^ 5 °F--- -K /ft3 Ksi STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 < Sections > Section Database Material As As I I 7 Label Shape Label Area 0,2 1,3 1,3 0,2 C in in in COLUMN W14X120 STL 35.30 1.2 1.2 495.00 1380.00 BEAM W24X62 STL 18.20 1.2 1.2 34.50 1550.00 < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 1 1 2 COLUMN 12.0C 2 2 3 COLUMN 12.0C 3 3 4 COLUMN 13.00 • RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 2 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Members > Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90° Set I:AVM J:AVM I -End J -End Label y Length in in ft - - -- 4 4 8 BEAM 22.50 5 3 7 BEAM 22.50 6 2 6 BEAM 22.50 7 8 7 COLUMN 13.00 8 7 6 COLUMN 12.00 9 6 5 COLUMN 12.00 < AISC,NDS Parameters > Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ft ft ft ft 1 COLUMN 12.00 2 COLUMN 12.00 3 COLUMN 13.00 4 BEAM 22.50 5 BEAM 22.50 2.00 6 BEAM 22.50 2.00 7 COLUMN 13.00 8 COLUMN 12.00 9 COLUMN 12.00 < Basic Load Case Data > BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. 1 Seismic Loads (from right) 3 2 Dead Load 2 1 3 Live Load 2 1 < Joint Loads /Enforced Displacements, BLC 1 > Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude K, K -ft, in, rad 8 L X - 12.940 7 L X - 10.940 6 L X -5.490 < Member Point Loads, BLC 2 > Joints Member I J Direction Magnitude Location K,K-ft ft or % 5 3 7 Y -4.840 11.250 6 2 6 Y - 4.840 11.250 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 3 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Distributed Loads, BLC 2 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.1650 < Member Point Loads, BLC 3 > Joints Member I J Direction Magnitude Location K, K - ft or % 6 2 6 Y -16.940 11.250 5 3 7 Y - 16.940 11.250 < Member Distributed Loads, BLC 3 > Joints Load Pattern Pattern Member I J Label Multiplier 4 4 8 UNIFORM 0.3850 < Load Patterns > Pattern Magnitudes Locations Label Dir Start End Start End K /ft,F K /ft,F ft or % ft or % - -- UNIFORM Y -1.000 -1.000 0.000 0.000 < Load Combinations > RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 LL + DL 2 1 3 1 Y -1 2 LL + DL + E /1.4 1 •1 2 1 3 1 Y -1 y 3 LL + DL + E 1 1.4 2 1 3 1 Y -1 y 4 LL +DL +E(max) 1 3.92 2 1 3 1 Y -1 y 5 LL +DL +E(max /max) 1 4.41 2 1 3 1 Y -1 y 6 .9DL + E /1.4 1 1 2 .9 Y -.9 y 7 LL +DL +1.85xE 1 2.59 2 1 2 1 Y - y Dynamics Input: Number of Modes 3 Load Combination Number 1 Acceleration of Gravity 32.20 ft /sec"'2 Convergence Tolerance 0.001 Converge Work Vectors No RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 4 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Joint Displacements, LC 7 : LL +DL +1.85xE > Joint + Translation + Rotation No X Y 8z in in rad 1 0.000 0.000 0.01737 2 -2.088 -0.016 0.00730 3 -3.182 -0.023 0.00418 4 -3.851 -0.026 0.00203 5 0.000 0.000 0.01726 6 -2.091 0.010 0.00763 7 - 3.189 0.015 0.00444 8 -3.860 0.016 0.00229 < Story Drift, LC 7 : LL +DL +1.85xE > Story + - -- X Direction - - -+ No. Joint Drift % of Ht in No Stories Defined... < Reactions, LC 7 : LL +DL +1.85xE > Joint + Forces + Moment No X Y Mz K K K -ft 1 38.88 112.85 0.00 5 37.19 -72.99 0.00 Totals: 76.07 39.85 Center of Gravity Coords (X,Y,Z) (ft) : 11.250, 22.316, 0.000 < Member Section Forces, LC 7 : LL +DL +1.85xE > Member Joints Section I - J y Axial Shear Moment K K K -ft 1 1- 2 1 112.85 -38.88 0.00 2 112.49 -38.88 116.64 3 112.13 -38.88 233.27 4 111.77 -38.88 349.91 5 111.41 -38.88 466.54 2 2- 3 1 55.30 -33.30 - 127.53 2 54.94 -33.30 -27.63 3 54.58 -33.30 72.28 4 54.22 -33.30 172.18 5 53.86 -33.30 272.08 3 3- 4 1 19.73 -18.73 -75.83 2 19.34 -18.73 -14.96 3 18.95 -18.73 45.91 4 18.56 -18.73 106.78 5 18.17 -18.73 167.66 RISA -2D (R) Version 4.01 ' Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 5 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Section Forces, LC 7 : LL +DL +1.85xE > Member Joints Section I - J y Axial Shear Moment K K K -ft 4 4- 8 1 18.73 18.17 167.66 2 18.73 15.96 71.66 3 18.73 13.76 -11.94 4 18.73 11.56 -83.14 5 18.73 9.35 - 141.94 5 3- 7 1 14.57 34.13 347.91 2 14.57 33.78 156.90 3 14.57 23.76 -32.16 4 14.57 23.41 - 164.80 5 14.57 23.06 - 295.49 6 2- 6 1 5.58 56.10 594.07 2 5.58 55.75 279.48 3 5.58 45.72 -33.15 4 5.58 45.38 - 289.37 5 5.58 45.03 - 543.63 7 8- 7 1 -9.35 -14.79 - 141.94 2 -8.96 -14.79 -93.89 3 -8.57 -14.79 -45.84 4 -8.18 -14.79 2.22 5 -7.79 -14.79 50.27 8 7- 6 1 -30.85 -28.55 - 245.22 2 -30.49 -28.55 - 159.58 3 -30.13 -28.55 -73.93 4 -29.77 -28.55 11.71 5 -29.41 -28.55 97.36 9 6- 5 1 -74.43 -37.19 - 446.28 2 -74.07 -37.19 - 334.71 3 -73.71 -37.19 - 223.14 4 -73.35 -37.19 - 111.57 5 -72.99 -37.19 0.00 < Member Stresses, LC 7 : LL +DL +1.85xE > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi 1 1 2 1 3.20 -5.46 0.00 0.00 2 3.19 -5.46 -7.34 7.34 3 3.18 -5.46 -14.69 14.69 4 3.17 -5.46 -22.03 22.03 5 3.16 -5.46 -29.37 29.37 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 6 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 7 : LL +DL +1.85xE > Member Joints Section Bending Bending I - J 4 Axial Shear Top Bottom Ksi Ksi Ksi Ksi 2 2 3 1 1.57 -4.68 8.03 -8.03 2 1.56 -4.68 1.74 -1.74 3 1.55 -4.68 -4.55 4.55 4 1.54 -4.68 -10.84 10.84 5 1.53 -4.68 -17.13 17.13 3 3 4 1 0.56 -2.63 4.77 -4.77 2 0.55 -2.63 0.94 -0.94 3 0.54 -2.63 -2.89 2.89 4 0.53 -2.63 -6.72 6.72 5 0.51 -2.63 -10.55 10.55 4 4 8 1 1.03 2.14 -15.41 15.41 2 1.03 1.88 -6.58 6.58 3 1.03 1.62 1.10 -1.10 4 1.03 1.36 7.64 -7.64 5 1.03 1.10 13.04 -13.04 5 3 7 1 0.80 4.01 -31.97 31.97 2 0.80 3.97 -14.42 14.42 3 0.80 2.79 2.96 -2.96 4 0.80 2.75 15.14 -15.14 5 0.80 2.71 27.15 -27.15 6 2 6 1 0.31 6.59 -54.59 54.59 2 0.31 6.55 -25.68 25.68 3 0.31 5.38 3.05 -3.05 4 0.31 5.33 26.59 -26.59 5 0.31 5.29 49.96 -49.96 7 8 7 1 -0.26 -2.08 8.94 -8.94 2 -0.25 -2.08 5.91 -5.91 3 -0.24 -2.08 2.89 -2.89 4 -0.23 -2.08 -0.14 0.14 5 -0.22 -2.08 -3.16 3.16 8 7 6 1 -0.87 -4.01 15.44 -15.44 2 -0.86 -4.01 10.05 -10.05 3 -0.85 -4.01 4.65 -4.65 4 -0.84 -4.01 -0.74 0.74 5 -0.83 -4.01 -6.13 6.13 9 6 5 1 -2.11 -5.22 28.10 -28.10 2 -2.10 -5.22 21.07 -21.07 3 -2.09 -5.22 14.05 -14.05 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 7 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Stresses, LC 7 : LL +DL +1.85xE > Member Joints Section Bending Bending I - J y Axial Shear Top Bottom Ksi Ksi Ksi Ksi---- - 4 -2.08 -5.22 7.02 -7.02 5 -2.07 -5.22 0.00 0.00 < Member Deflections, LC 7 : LL +DL +1.85xE > Member Joints Section I - J 4 x y Lin in in 1 1 2 1 0.000 0.000 NC 2 -0.004 0.635 1270.8 3 -0.008 1.225 794.3 4 -0.012 1.725 907.7 5 -0.016 2.088 NC 2 2 3 1 -0.016 2.088 NC 2 -0.018 2.384 6338.2 3 -0.020 2.691 2563.4 4 -0.022 2.970 2339.8 5 -0.023 3.182 NC 3 3 4 1 -0.023 3.182 NC 2 -0.024 3.367 8899.2 3 -0.025 3.558 3724.9 4 -0.026 3.729 3444.4 5 -0.026 3.851 NC 4 4 8 1 -3.851 -0.026 NC 2 -3.853 0.019 7779.3 3 -3.855 -0.024 NC 4 -3.858 -0.054 4542.7 5 -3.860 0.016 NC 5 3 7 1 -3.182 -0.023 NC 2 -3.184 0.065 3405.7 3 -3.185 -0.037 8311.3 4 -3.187 -0.111 2320.1 5 -3.189 0.015 NC 6 2 6 1 -2.088 -0.016 NC 2 -2.089 0.143 1769.0 3 -2.090 -0.038 7737.0 4 -2.090 -0.190 1396.5 5 -2.091 0.010 NC 7 8 7 1 -0.016 -3.860 NC 2 -0.016 -3.735 3686.7 RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 8 , Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Member Deflections, LC 7 : LL +DL +1.85xE > Member Joints Section I - J 4 x y L/n in in 3 -0.015 -3.567 3731.3 4 -0.015 -3.377 7647.4 5 -0.015 -3.189 NC 8 7 6 1 -0.015 -3.189 NC 2 -0.014 -2.974 2410.6 3 -0.012 -2.698 2506.1 4 -0.011 -2.392 5443.2 5 -0.010 -2.091 NC 9 6 5 1 -0.010 -2.091 NC 2 -0.008 -1.720 948.9 3 -0.005 -1.219 830.3 4 -0.003 -0.631 1328.5 5 0.000 0.000 NC < Member AISC Unity Checks, LC 7 : LL +DL +1.85xE > _ Member Joints Unity Shear ASD I - J Chk Loc Chk Loc Fa Fb Cb Cm Eqn. Ksi Ksi 1 1 2 1.037 5 0.284 1 25.74 31.67 1.00 0.60 H1 -2 2 2 3 0.594 5 0.244 1 25.74 31.67 1.00 0.41 H1-2 3 3 4 0.351 5 0.137 1 25.40 31.67 1.00 0.42 H1 -2 4 4 8 1.522 1 0.111 1 5.18 10.37 1.00 0.85 H1 -2 5 3 7 1.037 1 0.209 1 26.65 31.67 1.00 0.85 H1 -2 6 2 6 1.734 1 0.344 1 26.65 31.67 1.00 0.85 H1 -2 7 8 7 0.291 1 0.108 1 25.40 31.67 1.00 0.46 H2 -1 8 7 6 0.518 1 0.209 1 25.74 31.67 1.00 0.44 H2 -1 9 6 5 0.960 1 0.272 1 25.74 31.67 1.00 0.60 H2 -1 < Member NDS Unity Checks, LC 7 : LL +DL +1.85xE > Unity Shear Memb Chk Loc Chk Loc Fc' Ft' Fb' Fir' RB CL CP Eqn Ksi - - -- Ksi - - -- Ksi - -- -Ksi < Redesign Shapes, LC 7 : LL +DL +1.85xE > Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice Redesign not performed... RISA -2D (R) Version 4.01 Tim Covert, P.E., Structural Engineer Job : 4292 312 N.W. 10th Avenue, #200 Page: 9 Portland, OR 97209 Date: 8/05/99 File: GREEN2H Green Office Building SIDE FRAME < Material Takeoff, LC 7 : LL +DL +1.85xE > Section Database Total Total Set Shape Length Weight ft K COLUMN W14X120 74.00 8.89 BEAM W24X62 67.50 4.18 Total Wts: 13.07