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Plans voi i ai zur.JI i t1: Z t ,. i 5t7.i44 j.3 /bb TMRIPPEY //9 75 54/ / al y" ` f /7 / PAGE 02/0 ;gyp ZCOz:OD /W EXIS•rml t . /J LAU. w /S4' eM V AacH,orzs ■ exiSTr4Ca r SI..AQ ` I / sec Cow! %rev c r,. I..1 . DR-At..., iA(L9S oi2 t►.Ago (O. (p Mr,). O. ei Dta-•.ta..s k ii! REVISI a, co 4 ' ra t,/ 5r n,P5o4 6 e7 E.A., S APPROVE r 4 -solairt,.% _.„,,,, 4 4, et 0, act 18525 1 • �� r _ - Q OREGON LEXPUES: 6 /30/03 1 1M 11‘ . TM RIPPEY / CONeV4TTNG ENGEE0.9 8Y 0DOE 6/1'5 ( o W PI G r A wi Q (s_ /yi(, 04K BY DATC 7070 S.W. Fir Loop, Suite 100 Tigard. Oregon 97223 —' ios No /� oro I ?g ri STRUCTURAL CALCULATIONS FOR THE HOFFMAN BUILDING TIGARD, OR May 14 2002 DESIGN & PARAMETERS ROOF LIVE LOAD 25 psf + Snow Drift ROOF DEAD LOAD 15 psf WIND 80 Mph EXP B SEISMIC Zone 2B (1997 UBC) SOIL CAPACITY 2500 psf TABLE OF CONTENTS ROOF FRAMING R 1 - 3 . FOUNDATION FND 1 - 2 LATERAL L 1 - 5 0/47, 4, w 18525 RECEIVED , ' _ r oRo' . MAY 2 2 2002 9 to. Cil Y OF - HUARD ��� N R. BUILDING DIVISION IEXPIRFS: 6/30 /per I TM RIPPEY BY DATE Y CONSULTING ENGINEERS CHK BY DATE 7070 S.W. Fir Loop, Suite 100 dos No I 3 Tigard, Oregon 97223 Phone (S03) 443 -3900 SHEET OF U • • t 11/4.-4 p J 0/Sn. e,A, Zs ! CJ: (/‹.70- 2-5 )7 50 ,•,,- (P-?s Z4'o rti- � .�� l &' 7 / /4" l 1 ,, - r�,► .r� e . Z�� l� �� w � r.L .� z¢ 0 4� =�� rte siRe„- v,,/. e S V.? IQcI Y1-60 / rT' ^K�t k 0 (7.5 p W cl = — /J Qnle�o^ G F /.:�r r :, S L G•ti� �P_.. •, �iZo,� eX'S.l rsiG( Da rGl Scr ' = � .-7,.,, 31/95 gvr .lu i e (iv t 2. k, ; (1 5 +17.51L , oS / o AA I �,- 0 b ciA s,5 vI IA= $. (c I 1 - r 1 ' f ►., t G5� � Zb� ' S> �- / Cvts� "Z� is k t C. z : S.> v.k e - - - 5-1 ►- U�J. ILAI :\. TM RIPPEY ' BY ?T DAT A//Z.- CONSULTING ENGINEERS P ti t.. CHK BY DATE 7070 S.W. Fir Loop, Suite 100 JOB NO 7, I I'S Tigard, Oregon 97223 SHEE7F� of Phone (503) 443 -3900 • (� � NS? 5 e Sgoar �l 1DCr. rev � "J , ^ N (' I.p 2zt?iOA. ) M �J 1 b Sri GNSC Z tAD, = ( ' S ! l .; 1. ' - 4• () % I. 4( /.�s , -).ZS p ' 5-0 ' `✓ - L Oil z.4 use li'�� _�� Pd45, loo c '( 4 NDAL c J_ (..-09 f • M TM RIPPEY BY i( DATE CONSULTING ENGINEERS darcivi A Al / Le 71 CHK BY DATE 7070 S.W. Fir Loop, Suite 100 lOB NO Z I I3 Tigard, Oregon 97793 Phone (503) 443 -3900 • SHEET .. I & OF • \\ 30(S75 C./.07 IVe c)0 red— J�'sr AD.) rD 7 AC( /?�/�!„ w D/1,�r THiS, 34-o /ales ,, Jo-s %5 (1. 4)(1.711.7-^C I.3 : ' / L 3 f , I■J (-71 r T T I I PA e€ I -7 /5 7. ,1 I / St c I a" °. �IZ r , t01 J �hJw1 , L L N • AT �Yisi.�/�, /SIDS, . 1- �7wtAU RnQ'ti - ) A x 533 L. vet 4.v,,i - - 4x/ o (4 -3 4 ' ` S�1•„ 59s (.✓ _ (4D) 91- 3`04 4 /O Di- m Z_ 0 Rr 'Tl tL. (A jo•Grh!' &fn., 00 /u'J "(t {1 er g (4 NOR L — 7..'' -3" V 1l� �I w = ¢o sow 54 f S , (x !Z S4763 I i S' /a ri- `7rL lz ° v 7A S r � ,s rya (20. 2C y 460-i+ cop; = 40 S/'." c C &Tl.• .73 ,� / 3.i3 r (AA z S l8 k 67.L TM RIPPEY BY Nil DATE YY CONSULTING ENGINEERS p 110 r�1 f Cvi CHK BY DATE 7070 S.W. Fir Loop, Suite 100 SOB NO Z...1 13 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET Q - Z of T.M. RIPPEY Title : Job # 2I I Dsgnr: Date: 3:44PM, 17 MAY 02 A CONSULTING ENGINEERS Description : 7070 &W. Fr Loop, &ile CO Vote, (503) 443-3900 97'223 Scope I Rev: 510302 ) I User: KW- 0602562. Ver 5.1.3. 22-Jun -1999. Win32 General Timber Beam Page 1 !_(c) 1983 -99 ENERCALC C: \prOjeCtS \2113\ 21 1 3.ecw:Calculations Description We V L� NOc L '.-.) 7 (A.)1 1.1 bock) A-6ove. /./ • z_ !General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Section Name 5.125x15.0 Center Span 20.25 ft Lu 20.25 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 35.000 pcf E 1,800.0 ksi L Trapezoidal Loads 1 #1 DL @ Left 600.00 #/ft LL @ Left # /ft- Start Loc 0.000 ft DL © Right 600.00 #/ft LL @ Right #/ft End Loc 6.375 ft #2 DL @ Left 600.00 #/ft LL © Left #/ft Start Loc 13.875 ft DL © Right 600.00 #/ft LL © Right #/ft End Loc 20.250 ft ;_Point Loads 1 Dead Load 2,250.0 lbs 2,250.0 lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs ...distance 6.375 ft 13.875 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary i Beam Design OK Span= 20.25ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0679 1 Maximum Moment 27.5 k -ft Maximum Shear * 1.5 8.3 k Allowable 40.5 k -ft Allowable 14.6 k Max. Positive Moment 27.49 k -ft at 10.125 ft Shear: © Left 6.26 k Max. Negative Moment 0.00 k -ft at 20.250 ft © Right 6.26 k Max © Left Support 0.00 k -ft Camber: © Left 0.000 in Max @ Right Support 0.00 k -ft © Center 1.261 in Max. M allow 40.49 Reactions... @ Right 0.000 in fb 1,716.70 psi fv 107.56 psi Left DL 6.26 k Max 6.26 k Fb 2,527.91 psi Fv 189.75 psi Right DL 6.26 k Max 6.26k _Deflections 1 Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.841 in -0.841 in Deflection 0.000 in 0.000 in ...Location 10.125 ft 10.125 ft ...Length /Defl 0.0 0.0 ...Length /Defl 289.0 288.97 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Stress Calcs f Bending Analysis Ck 20.711 Le 37.245 ft Sxx 192.188 in3 Area 76.875 in2 Cv 0.981 Rb 15.980 CI 0.933 . Max Moment Sxx Req'd Allowable fb © Center 27.49 k -ft 130.51 in3 2,527.91 psi © Left Support 0.00 k -ft 0.00 in3 2,708.93 psi © Right Support 0.00 k -ft 0.00 in3 2,708.93 psi Shear Analysis @ Left Support @ Right Support Design Shear 8.27 k 8.27 k Area Required 43.577 in2 43.577 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 6.26 k Bearing Length Req'd 2.183 in Max. Right Reaction 6.26 k Bearing Length Req'd 2.183 in • T.M. RIPPEY Title : Job # Dsgnr: Date: 3:44PM, 17 MAY 02 A. CONSULTING ENGINEERS Description : 7070 SW. Fr Loop, &ite R)0 Tigard, Or 97223 Scope : Puns (50044,3 -3900 I 1 Rev: 51 G Timber Beam Pa e 2 0302 User: 10302 2562, Ver 5.1.3, 22 Jun 1999, Win32 g (c) 1983.99 ENERCALC c: \projects \2113\ 2113.ecw:Calculations Description `Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.26 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 1 Sketch & Diagram 8 6126.,, 2.03 4.05 6.08 8.10 10.13 12.15 14.18 16.20 18.23 20.25 •• 1p'1 2250lbs �2250lbs n I II ly,., " "" - • 6oV1N4 600arn ? �t ;l ' 1 ,111 1 1, 1 , I , I III I ' �' I h l,11 11 , l 6op�.(n, 6000/ft 1 L^`., i 1;; t. l ilf � 0.0 • �I I 1,.lt 1. 1 1p,; n. l A i 4���1f;.„ ��ij!1 ��0 �� 111 •4:97 .... _ . , h i l l ii, tMame 27.5k -ft �� Shear Load (k) Location Along Member (8) Omac =O.Bdlin 27.49 2.03 4.05 6.08_ :;�6i]O t:L 1 Lo c ati i n Location :1 52: e ( 16.20 18.23 20.25 24.74 _ _ I , � ' '+ �' : • �� �' ' Rmas = 6.3k Rmas = 6.3k 22.00 Vma• ® left = 6.3k Vmax © rt = 6.3k 19.25 ' "' ' ':,i ...... " � 16.50 ; .. :..! „;;.; .e' . !' : :". ..MrJ: u 1 I .e I I I , '- 11.00 r '•I u j , I I 1 _ 1 y , 3r I I J I . t ) 1 8.25 fl ' I t 1 5.50, i l 1 1 °I . 1 1 h : P . ''S I ' I . 2.75' ... I I:,i+ I t � �_ ai , . , _. I'.,., Bene88 Moment (k -n) Location Along Member (ft) b.DO• 2 •: 4.05. ; .'..6.08. �4:30`i, ;,30;13 ^;;;1.12.15,' ;j'14'e1;]8 ;':116.20::' : ; 20.25 ti 1 I I 1 fill 1 I ' _ c 4.17 1 1, .F hI 1 ! I � i I II' §; .0.25 :,r':,-,r;, _. � hli 1 1k 1 � -: F�� I I 1.17 1! 1 _ 1 IJ 1 0.34 : i, ' _,,.. ,,1 ! i Jr' i. . -0.42 '� i " � r l 1 � i 1111 1 . :0.50 I G II t 1 1 I k •0.59 I _ -0.67 ei. �1. , ,'i:..- 1 11, 110 • 0.76 . : :',' j,qa, i ., : ' :,;.. • w Local y Deflection (in) Location Along Member (ft) T.M. RIPPEY Title : n I Job # �%' ' l IM h. h Dsgnr: �Ivkl Date: 9:52AM, 9 MAY 02 Zi)3 CONSULTING ENGINEERS Description 7070 8w. Fr Loop, Bute 100 • Tigard, Cregon 97223 443-3900 Scope Rev: 510302 ' User: KW0602562, Ver 5.1.3. 22•Jun•1999. Win32 General Timber Beam Page 1 . I Do 1983.99 ENERCALC Description West header (t4 a tit N1 f Gt.J ikh o‘.1.; General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Section Name 5.125x15.0 Center Span 20.25 ft Lu 20.25 ft Beam Width 5.125 in Left Cantilever ft Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.150 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 35.000 pcf E 1,800.0 ksi F ull Length Uniform Loads 1 Center DL 600.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span= 20.25ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin • Max Stress Ratio 0.783 : 1 Maximum Moment 31.7 k -ft Maximum Shear * 1.5 8.3 k Allowable 40.5 k -ft Allowable 14.6 k Max. Positive Moment 31.71 k -ft at 10.125 ft Shear: © Left 6.26 k Max. Negative Moment 0.00 k -ft at 20.250 ft © Right 6.26 k Max @ Left Support 0.00 k -ft Camber: © Left 0.000 in Max © Right Support 0.00 k -ft © Center 1.353 in Max. M allow 40.49 Reactions... @ Right 0.000 in fb 1,980.09 psi fv 107.56 psi Left DL 6.26 k . Max 6.26 k Fb 2,527.91 psi Fv 189.75 psi Right DL 6.26 k Max 6.26k [ Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.902 in -0.902 in Deflection 0.000 in 0.000 in ...Location 10.125 ft 10.125 ft ...Length/Defl • 0.0 0.0 ...Length /Defl 269.4 269.35 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Stress Calcs ` Bending Analysis 7 Ck 20.711 Le 37.245 ft Sxx 192.188 in3 Area 76.875 in2 Cv 0.981 Rb 15.980 CI 0.933 Max Moment Sxx Read Allowable fb @ Center 31.71 k -ft 150.54 in3 2,527.91 psi © Left Support 0.00 k -ft 0.00 in3 2,708.93 psi • @ Right Support 0.00 k -ft 0.00 in3 2,708.93 psi Shear Analysis © Left Support © Right Support Design Shear 8.27 k 8.27 k Area Required 43.577 in2 43.577 in2 Fv: Allowable 189.75 psi 189.75 psi Bearing @ Supports Max. Left Reaction 6.26 k Bearing Length Req'd 2.183 in Max. Right Reaction 6.26 k Bearing Length Req'd 2.183 in IQuery Values M, V, & D @ Specified Locations Moment Shear Deflection © Center Span Location = 0.00 ft 0.00 k -ft 6.26 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in © Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Y 1 T.M. RIPPEY Title : Job # �/ Z 1 Dsgnr: Date: 9:52AM, 9 MAY 02 A CONSULTING ENGINEERS Description : 7070 8.W. Fr Loop, 8ule V0 r Tigard, Oregon 97223 Scope : Phone: (503) 443 -3900 1 Rev: 510302 _ Page 2. 1 User: KW.0602562, Ver 5.1.3, 22-Jun.1999, Win32 General Timber Beam (e) 1983.99 ENERCALC Description West header Sketch & Diagram y I 2.03 4.05 6.08 8.10 10.13 12.15 14.18 16.20 18.23 20.25 LI 60( 60p 600.1 /ft IA, u i i II;II 1 � �p� `i I Q 1 ' .�i;I�!!:�I [ n �u IN 11 114 1 1 IIIIIInu,G11��1m�I,1:,,.,„ 8.0 . III u 1G i,9: rM;q i„,-,6,,,i..6•.-0-,. t A - diVOd y I �Iw, o '� Ill ll;lllil���c!�I�� i �III, " li 111 cu, + !!' ��^ L f Y,�� I � jI II .Z49 - .. Iilll � i: i��y4llJiy�� i � ' �;i !1''41j11�l C} tLtSl ' 31.7k•ft 1 6.97 � I;�`� �Y�I�.I� II �Ii� Oman = 0.902in 000 Shear Load (k) Location Along Member (ft) 31.71 2.03 4.05 6.08 .,,8. I ! - 10;13: :.: 14.18 16.20 18.23 20.25 Rmax= 6.3k Rmax= 6.3k 28.54 'iii - °•1' "'? "- - Vmax ® left = 6.3k Vmax a rt = 6.3k 25.37 ; ' - i` 22.20 _.:. , ;;�;,. :.,(/�:�1. : : 19.03 ^.:Ei: a. 15.86 '• .;r•; „'' ? ::;' �. • 12.68 ..- r':;:. �.,... i: �j • � l' i;. � = 'ii; ° , 9.51 6.34. .. "L' .. - - Yn' 6 I 1 , .- Ben6iBQ Moment (k -ft) Location Along Member (It) 0.00.: 2.03':,x'.!4.05.:, 6.08 q, 8110, "::i 30 :13'::::'12:15',;: .j14 ::46.20' I: Iii I ;. i •0.18 ., K !9v . I ,i ' 1 •0.27 :,1r. - : . . .: :f4. :I„ _ ' " ; ii . - •0.36 F p.,.� _ -0.45 Ij 7 _ • :0.54 I ,IIlii i I I 11 •0.63 •• '7 ; I a 41 1' 1 v '. I ' - -0.72 { . -0.81 t :a•C'!_i_; .:.. Local y Deflection (in) Location Along Member (ft) 4 . 6e-,41 rr:& HA2 / = " Go -- ( z(' S loan y C 4 6-. s T ,L /1).2 , /-- 19.s ct) _ 50,D'7' f z 1 0- 1 . r. . 7 p' i , �� . T72 pr o ,�1 Y' S 7 1 .- sr /.: - L 'T f O(.. ljC‘(- • 6.) " S oo I• /c 741 S ' // r 7— 4„:. . 4 `) ( ,/3 r ,. ) oe • . 4L 1 ri . to 0 9Z . 7 1 1 E /i K TM R BY D!! `/ DATE 4....I....-- 11 �Y /11 CONSULTING ENGINEERS f OZGi, Ak 8184 CHKBY DATE 7070 S.W. Fir Loop, Suite 100 IOB NO T It 5 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET ' 3 OF • L &TER4'C. AtJ Al'{ S's - 49tilC 3 As (7 Gc L �1 i S , 8( �.r • S * ti '_ 1 �1 yr 7 `� spACcr FAA L�'o r(aL' A!.,:el? To tiC Fl: r' P ,�':/ /si "C'i--e� C S14- 50 c= -fco r ALO � ( Lit"57 A r. n! w �c P. f toO(I(o'4V 1 .? � = l3. zos /3. -Pte • • _ - 73/ : 43' = 3 t ‘i r 4'L (Al I. a,) /S - • xi •4 _ ..1 I") 1— II ( r / o \ / 1 I � � I '�• � I � s � � � l � C I � � JS )/Z y' ( QK 10 Y �J /2 / '� ! 4 5PY / s S� f A1t Cr�.�C4 til /S D - �L�cr ( Z.�4 c 3.� t G.ov� 1 �� G w D, �cr�o..! ( � K 12-7 " 1_v1 -.- . — .., r o el ' r If r 1� /1T 3 • g I ,�K "cot. s 9¢ 4 ,. S7 TM RIPPEY _ ay L / DATE 5 Z CONSULTING ENGINEERS )- 1 Q /� r oGr 1 ? AO CHK BY DATE 7070 S.W. Fir Loop, Suite 100 JOB NO 74 r 3 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET L'I OF • J • Ci'' DA P.` O o r it -1 . nX: 13 - 7" e (0 o'T 7( �. (1.5 )nCl _ /co. C".�� 9 'L /5; °) ( 8-> 4 ) . s ' ] ( /•L + ( /z-V)<i V (b/AcA. # — ( 150' 4 = SAO /Z = 4oS V l P D lira\ = zitoc 4 x 573 07 o4= 575 x I O.S • L • ( '''` IAA 7 17/S x z (g . <)] (3 /z. i (. /Sa3.� r 4.S ' )I �� _ Zz i r • • ! Z d (o _ X7 121,2 X./ -K ( >3 1 \t /t - 65 lz) (3 I/•4-6 '1'. ALo ,rd /4,;_-QD r 'RIM- :05,e ;L t (is 0.5wl•• -r(liY AL' 5/it , .i 5 �J9nl� nr= /S°S /°/' / :(i Pi1 ,9Z IMI\ RIPPEY • BY V/ ^ DATE WO 1 CONSULTING ENGINEERS ' 01K BY DATE 7070 S.W. Fir Loop, Suite 100 JOB NO Z 1 r '5 Tigard, Oregon 97223 sHEEr 7i OF Phone (503) 443 -3900 • • • • rJ Otg rL � �,Lp,jcl 60I titD 0!, (i)¢; Ps k 1 1. S 2 = 121 V (0 /S = l71 x SA-. t _ Ca. �2< ��- /Srn 4 ' Cis { Z2.s�Z7.3j> + ��p�:rlto � _ 4 o K 4 (L -X's ��.; _ 34, ova 624.' . /S - Co. C., ZK 6 LR ( >, o �Crz ^ s . / , 3 co �-TVM r 1 S'-'D 7i 2.' .-, ALL sa L.; • - � zz •S ; M 2t?: - '51 12' !c.5 In t -7 v 2 ,c 4I,; 4 ! ILAI\ � I Z zK TM RIPPEY BY D(211 DATE CONSULTING ENGINEERS /� ►�I t.I }(1 - CHKBY DATE 7070 S.W. Fir Loop, Suite 100 JOB NO Z" /1 3 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET L 3 OF • 0 . . 11 'I - s) ljor .S . (A,, IS- , Q' , Y_ I. s 1'c 4 z •-z pt-,! e d 0 P IA /41 - /C /S.,Zi - S ni C, — .,aU lPa¢ nr r....4 - 331 10er, I t p 331 E— i i ' .c) &Tat 0905 i uog -41--- o \ ? ` � ` -7 . --/— 1D . w —r-- �s,.rf ° I 155 I , I �� ss C1 . !/ s',,s Z.S v 7.S L.) /a.J t' ¢ 121' lc,: � . 3 Lo 4 � r.4.I C 5 � i � — --- \ \PO. v ____.7 o .2 \ T i N � a _ . <___ _ t V i-------•• 3-I1 1 j o • - 5,PS I. " y _ t 4`t• 17.2i . .r1,S _ /lr (P,9NaL M yr • p,.0.on, ,- Coo& 4 / o-, PC.4- -. f,4 & G . j cn1 S o'1 tro k. 6(../4(.. r 5 r2'/ ' Att. = /09,(.0' it- /‘ISick' e bibs = is! 5- / / I I' / M /d = ri " x / S. /ZYLD ! 7, -' /= • ()S,.. .• Pk ! Q2 (o( fJ9w„ s A7- r3/1_s, • A4t .GS IS sr/t.A -P e -' ( ;p : 1270 o .0 IzoB�„ IBIS A ifte, PII , (6/S x / _ 5- (al 1 FIX. /5X 12•''x /o ,iL . lq) . I V r , „ �L t. I t•Jt /6 x(7.C. - I r ". �b3 • /l Z Co y 4 0 Gi (r 1.s 174 1 tP■00. -- (l 4 Se? P L -4o, t L -4 iLiii:\. TM RIPPEY BY 1 2)/21 1 DATE 5- 4 2 CONSULTING ENGINEERS I 4-Dr/I'VE. Y1A CHKBY DATE 7070 S.W. Fir Loop, Suite 100 / JOB NO Z / / 3 Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET L- I OF Foundation Design • Eccentric Footing - One Way 2001 RPW Iftg := 4•ft bft := 2.5•ft tft := 12•in w := 150•pcf wsoii 0•pcf PD := 0•Ib PD • = 563•Ib PD • = 1898•Ib PD := 0•kip MDx := 0•Ib•ft Pi- := 0•lb Pi : = 0•kip Pi := 0•kip Pi := 0•kip MLx := 0•kip•ft Ps := 1237.5•lb Ps := 938•Ib Ps := 3160•Ib Ps := 0•kip Ms := 0•kip•ft PW := - 1.815•kip'W := 0•kip Pw := 1.21 .kip Pw := 0•kip MW := 0•Ib•ft PE := 0•kip PE := 0•kip PE := 0•kip PE := 0•kip , MEx := 0•lb•ft x1 ._ -.25•ft x2 := -.5•ft x3 := 1-ft x4 := 0.ft a LC1: D +L +S_ LC2: D +L +W LC3: D +L - W LC4: D +L +E • LC5: D +L - E LC6: D +L +S +1/2W LC7: D + L + S -1/2W �OOE o! X LC8: D + L + 1/2S +W LC9: D +L +1 /2S -W LC10: D +L +E LC11: D +L -E LC12:0.9D +E LC13: 0.9D - E Governing Max LC Maximum Axial Load Location of Resultant Soil Pressure "a" Case = 6 PS Case = 8.994 kip es Case = 0.537ft pa Case = 0.175 ksi Maximum Moment Minimum Axial Load Kern ' Soil Pressure "b" Ms Case = 4.83 kip•ft Pmin = 3.356 kip k = 0.667 ft ab Case = 1.624 ks1 6 • RESULTS FOR ALL LOAD CASES Axial Moment Eccentricity Soil Pressure MS LC = es _ ga = gb LC = LC = P SLC = 1 9.296 kip 3.998 kip • ft 0.43 ft 0.33 ksf 1.529 ksf 2 3.356 3.28 0.977 0 0.875 3 4.566 -0.047 -0.01 0.464 0.45 4 3.961 1.617 0.408 0.154 0.639 5 3.961 1.617 0.408 0.154 0.639 6 8.994 4.83 0.537 0.175 Cl.62V) 7 9.599 3.166 0.33 0.485 1.435 8 6.024 4.471 0.742 0 1.277 9 7.234 1.144 • 0.158 0.552 0.895 10 3.961 1.617 0.408 0.154 0.639 11 3.961 1.617 0.408 0.154 0.639 12 3.565 1.455 0.408 0.138 0.575 13 3.565 1.455 0.408 0.138 0.575 • • t • • I dokro 04 u O701:- 3i i ' 11 - s tt l Z5 y . t ,L +Cshlb) J -� /Z - 3(i.22 k •4•,>3C- .zt) /(i-' Eft 55 CAJA di -r- 3 / . 1 . / 0 ' ; Z ° F Z rj• (tei ' o Or— - C L s 5 /iS.S • Zt. < I3 11 2/' = ! 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