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10500-10570 SW 121ST AVENUE 1 .b r Soils and Foundation Investigation Randall Construction Company Building H, Apartment Complex Progress, Oregon L 4115 N. Mississippi Ave. • Portland, Oreg^n 9721 i 285-7986 r . ' III 111 ' 111 III III III III III II � � III III � IIIIII III III III III III III III III III III III III IIIIII ' II I I I 1 I I I � I I i ( I I I I I I ( I I I III i' t l III I 1111 I.III1 11 1I1I1 Jill II NOTE . IF THIS MICROFILMED 4 � 12 i DRAWING IS LESS CLEAR THAN - - - -- - - -- --- - - - ---- - THIS NOTICE , IT IS DUE TO THE QUALITY OF THE ORIGINAL Ilii fill IIII IIII IIII IIII IIII IIII Illi IIII IIII IIII III�I IIII IIII II II IIII IIII Iiia Illi IIII IIII IIII IIII illl�.� ...III 11IJ. DRAWING. 111 IIllI , IIII 1� �111111II IIIIIIIIIII i 1111 1911I IIII Q11 IIII '1111111 EII IIII '11 11111 w -=•- Iil� IIII MAY 22 R • ) 1990 ...Ip NORTHWEST TESTING LABORATOR 5 41 1 5 N. MISSISSIPPI AVENUE .ON5TRUCTION INSPECTION PORTLAND . OREGON 9 7 2 1 7 NONDESTRUCTIVE TESTING MATERIALS INSPECTION WELDING CERTIFICATION CHEMICAL ANALYSIS SOiIL TESTING PHY-3ICAL TESTING April 5, 1977 ASSAYING Randall Construction Company 4242 SE Milwaukie Portland, Oregon Attention: Mr. Bob Hansen Re : Soils and Foundation Investigation Building H SW Scholls Ferry Road at 121st, Apartment Complex Progress, Oregon Gentlemen: At your request we have performed a soils and foundation investigation for Building H of your proposed apartment complex near Progress, Oregon. We present herewith a report of our findings, conclusions and recommendations. Site Description The total apartment complex occupies a five acre site on SW Scholls Ferry Road near SW 121st. This present study was confined to the lowermost building, at the eastern extremity. At the time of the investigation the building site had been partially excavated, approximately to the proposed grade. Topographic relief within the site is approximately 6 ft, Subsurface Exploration Five test borings, locations of which are shown in Fig , 1 , attached, were made on Morch 24, and 251 1977 with a truck-mounted power auger drill using 6-in, solid flig;-it augers. Samples were taken at 2, 5 ft intervals to a depth of 15 ft and at 5-ft intervals thereafter using a 2-in, U, D. split-spoon sampler in conjunction with the Standard Penetration Test, The Standard Penetration Test is performed by driving a 2-in, O. D. split-spoon sampler into the undisturbed formation at : : 1_' I ' 1 '3 i � i � � � � �NOTE . IF THIS MICROFILMED 1`� _ `j V _ 7 -- ��.--- � 10 � + 12 DRAWING IS LESS CLEAR THAN 'THIS NOTICE, IT IS DUE TO THE QUALITY OF THE ORIGINAL IlrllllllllllI1111w — - IIIIIIII .I.I-IIIII�I {IIIIIIIIIIIIIII —IIIIII{-I -I-��I� InIIIII �II{�I-I�IIIT- I-III ��II � 6DRAWING. II111111-111111 IIII (I � I111 IIIIli � illllllll (IIIIIIIIIII) IISII II �IIIIIIIIIIIIIIIIIIl µ ` IIIIIIII {11111{Illli 1111Ili� Il�IliltIIIIIII) IIIIIIIIIIIIIIIIIIIIIll� 1111IIII MAY 22 �IOIL 1990 .'tet .�►�` '' ' r - 2 - _randall Construction Company Soils and Foundation Investigation the botrom of the !So 'ng with repeated blows of a 140-Ib pin-guided hammer falling 30-in. The number of blows required to drive the sampler a given distance is a measure of the soil consistency. Samples were identified in the field, placed in sealed containers and transported to the laboratory for further classification and testing . Laboratcry Tests Laboratory tests were; performed on representative .samples. These included natural water con- tent, Atterberg Limits and particle size distribution. Results of tests are summarized in Table 1 , attached. Soi Is and Geology Soils units encountered during this investigation co:Isist of a series of fluvio-lacustrine silts known as the Willamette Silts. Bedrock (Pliocene Boring Lava) is known to underlie tl a site at a shallow depth. Units encountered in explorations are described briefly as follows: 1 . Sandy to clayey silts (ML-CL) An upper unit of soft, mottled, grayArown sandy, clayey silt occurs throughout the site to a depth of 4 to 10 ft. At the northerly end of the site, the unit appeared to be in a very soft consistency, indicative of a normally con- solidated deposit. Towanl the south (and slightly higher ground) it was observed to have a dessication crust. 2. The underlying unit consists of interfingere. blue-gray silty fine sands and fine sandy silts, also normally consolidated. Test boring logs were combined with topographic information to develop a geologic cross- section which is presented in Fig . 2, attached. iii Ali ili � � � Ali � I � � I � � � � ► � � � il � iii Ali 1 I 1 I I I I ► li Iiii ili Iili 11111111Jill l 111 I NOTE : iF THIS MICROFILMED 1U i DRAWING IS LESS CLEAR THAN 4 5 6 7 13 1� iv , - ----- -- - -- ---- - THIS NOTICE , IT IS DILE TO THE QUALITY OF THE ORIGINAL £ Z 87, L Z 'L 4 Z Z ��Z Z T Z 0 Z 6 I $�i L Trit iIi 6L9Q '111111111 '1111111111,1111 tDRAWING. S1111 Illill�ll 1111 1111 1111 1111 1111 1111 1111 1111 llll�: ��IIIIIII IIIIII IIIIIIII IIIIIIIA �� lllll 1111 I!II IIII IIII IIII IIII VIII Illllllll 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 - 3 - Randall Construction Company Soils and Foundation Investigation Groundwater Groundwater was encountered at depths of 2 to 3 ft below existing grade. During prolonged periods of heavy precipitation it may approach the ground surface. Proposed Construction We understand construction plans call for the building of an 11 unit apartment. Construction will be of wood frame design, with crawl space, perimeter grade walls, and interior strip footings supporting the floor system. Conclusions and Recommendations From our investigation of the site we draw the following principal conclusions: 1 . The upper soil units in the area are moderately compressible and will undergo additional settlement under heavy loads such as site fills. If fills in excess cf 12-in. are anticpiated in the immediate vicinity of any structure, we request that you contact us for further recommendations. 2. Adequate support for proposed structures can be secured by means of spread footings at shallow depth . Bearing pressures of 2000 psf may be used with a minimum footing width of 24 inches. 3. Inasmuch as the normally consolidated soil formation may be subject to irregular consolidation and settlement, vve recommend that the foundations be designed to span areas of local loss of support of as much as 10 ft in lateral dimension. Continuous or tied footings are preferable to independent footings for this purpose. V, WWI i �_! I I I . L. ! I ! I I r I I I n NOTE : IF THIS MICROFILMED 2 4 5 6 7 10 11 lr i DRAW INC, IS LESS CLEAR THAN -`- �- --_— - ---- - -- - - -- - - e - THIS NOTICE. IT IS DUE TO THE QUALITY OF THE ORI-41NAL ��, - �-- --- ��-_ . 1---�- --- --- -- - --� DRAWINI,. E Z 8Z LZ Z 4Z fZ Z Z TZ Z f t SI LI i I — t ET T I I 0�� 3 - L 9 ice£ 7, I ,, IIII IlllllllIIII IIII IIII IIII IIII IIII IIII IIII IIII illl IIII IIII II.I ,�II IIII IIII IIII IIII IIII Illi Ilil IIII.. .l.III IIII IIIIIIII IIII lill IIII IIII �� l�11111111111111111111lIIIIII IIII IIII IIII IIII IIII III....... IIII . 9 IIIIIII IIII IIII IIIIIIII III�IIIIIIIII Ilil IIII 4 Randall Construction Company Soils and Foundation Investigation 4. Local material may be used during favorable weather for site pre- paration fills, (including structural fills) provided that close control of methods and material can be maintained . The degree of compaction sought in structural fills is 95 per cent of maximum den,i ty as deter- mined in the laboratory by AASHO T-180, 5. Settlements on the order of 1 -in, should be anticpiated, of which perhaps 3/4-in, might be differential . 6., Inasmuch as the local silts are highly sensitive to disturbance in the presence of excessive moisture, protection of prepared bearing sur- faces is essential at all times. 7. We understand that a 4 to 6 ft high surcharge has been placed over Unit 1 , the lowermost unit of the builing . This surcharge can be removed after one week and the foundation prepared along with the foundations of the other units. 8. A CBR value of 4 may bi used in designing flexible pavement and access roads. We shall be pleased to assist during the design phase of this project and to assist in any un- foreseen difficulties during the construction, Respectfu I ly submitted, NORTHWEST TESTING LABORATORIES Report Number 171639 gy �-.� _ C C �ares R. Lane, Manager Aft J Ne�'�H. 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IT IS ORE IN _ TME QUALITY Of TIE ORIGINAL � DRAWING. l illlm 111111111 1111111 , llilill ` ! 13llldil1il l6llil�lulllllIulllul � ilmillII ilCliu11f,11111111'I11111 11111 ,1 u1 '1111l i ul�IIII131111111111111l111luiluilu1ilmill11 , 1lilu � IIl MAY 22 , 1990 2 a a a 91' � I Ii 1 or 6�0• — d/oKd/o rArla 02 r f,64 N Ve A IC*Gt v GlU SLv4 vL, •. - � �/f'i ISS fO�� It/C x It/N Oar 6 • •'>�.- ,, . �iAI.A`►�G•E vF ;J�llr SASE J �s2-3io Lv�. VV. ►tivx i�ld AS d01Y Ar m4gr rLoD 4 SrlltFY ____ - —------ ---- 4 AA �A t V� 7w /o -44 0 VA --- 400 E bETIacf0tZ r_ 4 ', N * - 171 w b/a,� /oma N � s 1Ni�' •.It y , I , • VIP` JIL 0 r I T Y pitydd -- --- - -- - - - - - I --� Foe Alcow. I, ore g • •t-fi;- �'� �•• � h 1>z E b t fJ E L l►l ►�O r E S o�, d rJ I >' 'AI 106 S=G- �I' TSP s G � �lir T � PE �► ti � lt � - - 11A M 1 fr ad P. G5 2E Q' o rFl1 170 5E A GC , Joe r Y r Ll►.I I r4 r gi t 1, �1 it .� oRraow lltlt►rr UTWrYI*rO (IfQ- r k. 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