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IIII IIII IIIIIIiII III, ►� i! i !I IIII III III � III Illi II IIII II,I ll�l I 1 I IIII I,II III I I IIIII IIIII1111 Ill! IIII IIIIIIIII IIII IIII it IIII II I I illl�li I I IIII IIII II I�Iltl II �v r•.,G� Tis`' �� •s'rb ear • ..-- - � . I0427 — !!✓�i�.LN'ir.�do�t <L..rs� icrC. ,I �. �' / I ,,,, �, 8572 S VAN 14M p— �-1r�*• rc� cs- wP � rr,r �'®ter�. .��G • �,d�c a � � f��,A�` ��2.�' Z. w �� : ,/, sem,.... ).� vb� �► .��.r4 � /G����a'",/ .---- �� Ip •• J :/ �� —, .r 1 71 . r � V(/ i �� �.n •�':* ./ ` 7,e .� 11T4 ov t'.< roo.z r'/ ;. /':��- 0 2 �� •� 5 , AeGp 11zr-o ' (,J�lC. ,,��� ,'���r- . !tom . ' a-y . .., _ • �� -G. �?his. tic. G®�'► . i�.t ;2,�0 . , ;` • ;�,�'; � •---�-..ice-----•. � II ,, k:q r•' '1 •.fir..` ,. .. '.:� VAN WALSTIJIN CONSULTING ENGINEER Y: l� et/ �< ' z` � � _DATE:.L_�- _sN. NO._-.-_- 00 CIVIL / STRUCTURAL. CLA ' PORTLAND, OREGON 222-3452 Pn!ojECT:.-Ll.% L t�$r% U1i► _ _ �. ,/� -`tij•�i•' + .tf,���Ale'•t.• 1 , 21 .:,.',"... 6<: 9L^rA•, d .._..,,."� .w►,f.. +aria... ' ""r' ti 1 III ! i l 1 I t � t I I I III i � l � l n III ! � I III ! � II 1111 I hill I I III ill lil III Iil 111 I I Ili � l � I ! II i 1 III III III I I III III VIII `' � � I I I a I I I I I I I I 1 I I -. III t i l t I I III ! I I I I I I I 1 ,, • -. ' NOTE : I F TFC IS MICROFILMED •- _ - 4 8 � I� I I � 2 • DRAWING IS LESS CLEAR THAN THIS NOTICE , IT IS DUE TO THE QUALITY OF THE ORIGINAL DRAWING. OE 62 8Z LZ 9Z SZ bZ EZ ZZ !?s:, ~42 61 81 LI 91 91 b I E I 21 I I 01 6 B 1 9 S b E 2 �ft1I1111III11I111111111I111111111I1111I111111�1�11I1 JUN 25, 1990 1 I .1,(�,tllllll111111�1f1t�IIliILI�J111 i�I11UU_�'tl�! I1Nf�:IIWiII�IIII�Iill�l1l1�1i,�l.�l� W1dDU1�1�111,1V1111111!!!!tlLllll�Il�t11111If111 ',� .- -"-� •-- - ' •. ,. w•a. .. '1: ..,.. me r G •s�G.r vo r mv ir 4 AC�.a. . oo 4�� l�-�. j 3 d..•• -= Ed � F&'a 4 do ci fa• wr r - S3G T�,,� • COG • GAO�v. �d l..t.. �� •tS"' Tib/,�!• �G�-=:a�� .��.. 4; of F`tom _ = 33. F7 �3 1/2 X L/4.4-2 -2 -Aj ob t- -61 sew I ( jr SII 1./.' ♦ A `/- ;r A V- 1r .p 1 AIC� !1 .?�.� . a 4 s 03. 3 J:. ., , .fir �* �qq , r _�.. .�pl•}.. _ �.1 -' ��r' .. JOAN WALSTIJN CONSULTING ENGJN ,• ., 13Y ..«�"� IDAT�:�__ � BH. NO.-------- CIVIL / STF U�TURAL 1 ..t CLIJN'f:_Atd_.. e�'3Cd•d,1r °f" ',C__ PORTLAND, OREGON 222-34152 PR01EE C T: efir �';'-7+a= r_���; •'7Z_� /t,J• � �i�ii�C'�. ..- Y + y , r ., � � li � il ►! ilili � i ili � il � � ll'i-Ili il � ll � � I � � II � I _� � � II � � I�T�Tjr I �IOt�'1 I � 1 III oil 1 � 1 iii I � � iii i � � 0 � 1 Ij � ISI I I l I I I I I I I I i � � �.,� � � � � � i � �{ IJill 11111r1ii11iii NOTE : IF THIS MICROFILMED 2 3 4 5 6 7 6 10 1 1 12 DRAWING IS LESS CLEAR THAN I THIS NOTICE. IT IS DUE TO , THE QUALITY OF THE ORIGINAL DRAWING. - of 62 82 Lz 9z Sz EZ zz oz 61 el LI 91 51 bI EI 21 11 Of 6 8 L 9 9 b E z 1 Jill I'll loutu.11{IlII1l-1 j1l 1 . lftJIIII{tJlf til �f� tit rr�t11�1ti�INl�fl 111�1111(lWl�llllW 25, JUN 990 c` 1 '� - '.►"_7�i16"—ft OM1 � .(.. T_ e, G.t-cx E.� D6 $( !v e-a .ak.v Re reap . 4a c . 4,740 EST << ew e4 4 dovTk . t M i' _{• 1 ; a 1 � • VAN WALSTIJN CONSULTING ENGINEOR V � ,�Y -� --F-�- _DATE: CML / STRUCTURAL CLIENT-Ai- �.,E. GcEA1 _ PORTLAND. Or EGON 222-3AS21 37��/P110 ow � 1ie � ► � 1r11111 � � I � � 1� � �rt�rtvlilr11t1111 �rll �lr� li�frl�`ll � r�i ; . r � lrlrir � slrir � Jill 1r1I 1Ill1 111l1loi111l1lsl , l � , • I � o � l � l � i � l ► � �1 � 1 � 1 � ...� a NOTE : I F THIS MICROFILMED 2 3 5 7 8 y 1�0 11 12 DRAWING IS LESS CLEAR THAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL DRAWING, - OE 6Z BZ LZ 9Z SZ bZ E7 LI 91 SI bl E. i ZI el JI 6 8 L 9 S b E Z 1 "NAB" �►11 Irrrlilll�riii�ii�i��#���►�i����lillli�11111111�11ti1111 ;t 1# l tl1111111111"JoiI�IllI�twhiIi�IUtIU�ltt�ttfllllll�llwi1111111111.1,1i1111�111 IW11.W ,1111l1JI11bIf !! ' Ulll -� ' 1� "Jullullffulon JUNE 25, ) 1990 _ v , .. , .. '+`• '�,,r ,.lea �, . ,w• y r "�ly ?"l`,�'" kti„ t _ ,1 , n i e• � L ,w w�l f . a•:, i 11�1k Heriiig c t r. • .� °� � � �Te Sa..1t . Beneath the graysilt zone t the tet• , i' J' 'Q'," r c. boric}gs disclosed layers of brown sandy silt and ¢fir R Yy Y� 5l. YM'.iFn C. lry silt to a depth of 34 feet in Boring B-1 :} z maxi== depth of exploration in Boring B-2 . deposits ranged from 9 to 26 blows per foot avcraced 16 blows per foot ; therefore , these materials aroma: to be very stiff . The natural moisture content of the 4 t: silt soils varied from 26 to 44 percelit . ray--b-'awn Sand . Boring B-1 revealed a .layer of gray-brown , L_1X.7bt1Y silty to clean sand extending to the bottom of the ,. la rat ion . Two N-values in t'lZe sand were 27 and 41 blows per foot, indicating these materials are med ' m dense to dense . v Two natural moisture contents of 31 z4pdV# percent were obtained in the sand . -roundwater .. iAn observation well ins to led at Boring B-2g x' indicates that the depth to groundwater, is presently (February, 1978) about 7 . 5 feet below the ground surface . ' Foundation Design Recommendations General . Exploratory test pits disclosed relatively uniform { subsurface conditions consisting of a surf ficial layer of topsoil overlying dark gray clayey silt , which in turn overlies stiff sandy clayey silt materials . Medium dense sandy silt to silty fine sand was found to underlie the sandy clayey silt zone . Based on the results of field explorations , laboratory testing and our knowledge of the engineering ` characteristics of the subsurface materials in the site area , building loads can , in our opinion , be satisfactorily founded ' on conventional spread footings as described below. Spread Footings . It is recommended that Y-- sRread footin founded 1) �_n stif_ sa.n c�, Yy s ilt , below tie dark gray of the site ) , Ind t e d : backfill that would replace the dark gray silt ( south portion . of the site ) . The second approach may be desirable in the southwest corner because of the 6 to 10 foot depth required to react: the stiff sandy clayey silt material . In no case should a' ary dark gray silt be left below the footings . We recommend that spread footings founded in the stiff silt or in properly compacted fill. be aes igned for an allowable bearing pressure of .1,000 pounds per square foot (ps f) . The recommended min imu.m w 'T7 are 6 inches for continuous footings and 24 inches for isolated footings . The depths of embedment as measured front the footing base to the lowest adjacent grade should riot be less than 2 feet . .w x.a•v m,!•x,�,..-n7Vw'^ 1nY.•rtm+.►•......,.� NONA C .l ;7 c , ..�• • 1 iL ..e..»,.,.-. -.•..•....+...«..,,.._..+..,_....... .... t '^ 1` 1.114"M11— A,: . . .. -. • CF`'"[nv, �",' 'jT .- .Mr.....N�nMi.tr.`MtnR'hMl�, � +r S...- .,-.! r .r^ei Y' b � � � I ►lti � � titltlt � � I � � � I�� IIt � � ll { Ililllt � llllllt � l..III ' JillpI I-�-IIIP 1111 111 1111111 tll � lll Ill � lli Ill � f� l tll � l � l Iltll � t I � : itit tit � lll tlt � il � itt � tt., _.�tt � il , ilt � tli il � � rl � i� � il � ::!' .. .�. .,,, ,,� _ 5 ' NOTE : IF THIS MICROFILMED 6 7 9 1?0 1 1 I2 �" - - � - 2 3 4-__ .. DRAWING IS LESS CLEAR THAN r� r' THIS NOTICE , IT IS DUE TO + THE QUALITY OF THE ORIGINAL DRAWING. - -- ---- -_ _ - -- ------ -- - _ - -- -- - 0E 6Z 92 LZ 9Z SZ b►Z EZ ZZ 102 61 91 L I 91 91 b l El Z I I I 01 6 9 L 9 S b ��ttlttltiitttltittliiiili�iili�iil�itilt�t�tttll� I�iltl�tll _ II�IIil�llll�ill�tlll�1111I��0001111,1)1-m����,L1t�itl�tltl�Ittl�Ii11�II1�IlIilU1111116du 111lUl�IlJit,"11U1�111L�W,IW9!► I1lllU�illl��1111 ,� � , nlW 1990 ..wr. _rw.r._ ...- 2511 ,M { Mr . Jahn B . Hering M March 7 1978 r' Page 7 Estimated Settlements . The estimated settlement of foot i founded in the stiff sand clayey silt or in c ngs ,':;. y . would be on the order of 2 to 112' icompacted fill fill thickness , ' floor load , and zinches , depending on the other factors . Differential settlements between adjacent units are estimated Of z to 1 inch . These estimates would be the at a maximum result of !coljin.n ' and floor loads along the north portion of the ro osed facility , and would be due to r_o=- umn , floor , and structur loads along the south portion of the siteal fill footing settlements due to the structural • fill the south portion , 3G percent of the total estimated settlement wiiapproxa_mately opinion, take place during construction . ) l �► in our � a �,loor Slabs . The presence of the dark + T e probab it it of sub It zone ind ica es Y s -': antial settleraen of the proposed floor slab (puss ibl 1 t 2 inches.� y o ncheor mor , depending on the actual floor load . For ,.iris reason we recommend removal of the dark jr_ ay silt zone au 1d replacement with compacted fill as described in the following section . The concrete floor s7ab should be founded on a ' m i n a_iYl�un 6- inch .layer of free draining sand and gravel, or crushed rock f max imtut�`�pa-rt�ca _.,gin z -c --_ eta._r ---a.._ �! t more Mian percent PQ the No . 200 sieve (based on the wet sieve analysis ) This undea'-slab granular material should be Compacted t ` p o a r, density of at least 97 percent of the standard proctor . (ASTM - Test Method ) . maximum ry density ,ASTM D 698? d Due to the high groundwater table at the proposed budin it is recommended that an underdrainage system be provided s a_tE. , � beneath the floor slab . Figure 10 depicts details of such a system. addition , n� In add i t ion , a vapor barrier is recommended as additional protection against moisture or and/ seepage . Gradinq _for Building __Area . _ Site grading for the building ► area will require the plac of f. ^_11 , p ement of approximately, p oximately 1 to 4 feet In addition ion to the proposed f x_.11 , removal dark aray silt zone wou_iLd require approx :i_mate:l_ 3 tool feet of e over--excavation and the a_ eplacement with suitable "backfill . z, We recommend that the excavation and backfill work be performed during the dry summer_ months , preferably in the period from late June to September when the groundwater table would at the lowest level . Evon duringthe the be groundwater level i.:z tri,Y southwest come summer months , the of the site may be f` several feet above the excavation base levQ1. Hence , it is likely that dewatering will be required to excavate the southw . portion of the site . Ili our opinion , pumping from open sum est � ps iShI r .. ..M . r _ - - _ — ..._.. .. sUY1IWl r>w ...w ...r,. . ....i ... .. .._.mss •..... • i #T11 ... - _. •-rry . ...... ,.r......a...w.arw. r,. ..........._wr.,h iue .. _ .........__. _.. 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OZ 6` 81 LI - a1Mis„ 91 S I b 1 I Z 1 1 1 01 6 6 L y S b E Z 1 X111 11111111111111::i1111111111111111111110�11111NI NtI i►lll�llll�llU�LIJl�illli ! LUt1UU��JJ�#d��""jjIII1jjWIIIjIIIIjjW IUl�LI11�1�J1I! lll�l,�l �1LI�1111 I +' JUN 251' 199 .. .. _........_� . _ -_- - ,,yyft`_ � . 4 •s . 000-0 9. 2 � • —c �- 4 . e G . 5 to/ �.�-cprl !� •714r4 z fir' c/o Y41-2ZY� ,c Jf .9 4. Z` � � � 34.2' � 5 P� 34. 2 —• ? t7 ) 1 w �. L • s- �lFg. L •L . �. r krCor, A xz.� � 271 077 7 �f dr, ,•yr' � .frr/est 2 law 27. �J;) Me - ?� IV2 c . 2l 04"? f lx c i est r , oif os 7 � { -6H. NO. - �•.. - VAN WALSTUN CONSULTING ENGINEER CIVIL / STRUCTURAL PORTLAND, OREGON ?? : � t�.i , .. ,. e � i.'` — .S°.�✓.• __t�,l,�.1'_� l{-R- �Yr . wv.www.�..• ` •w IY YYY. 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