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AF-SOIL - 43739r Se�tember° 10, 1976 Rottlund Co Inc P 0 Box 32082 Fridley, MN 55432 Gentlemen Subj: Har°r°is Lake Estates Residence `�].,�41 �amel ot Lane NE Fr�dley, Minnesota Laboratory #9-7208 � ■ tuu�n cit�+ Cestir and enq�neer�nq laboratory, 662 CROMWELL A' ST. PAUL, MN PHONE 612/64 �� r �c � � ✓ ��L � � �� ,�' p,5��/� "�' � , �,4/ 1(% � � � � `� � � � � � � � �ti � This letter° concerns our c^ecent inspection of the soil conditions for the construction of the pr°oposed residence. We were authorized by Mr Roy Lund on August 20, 1976, to determine if the natur°al soils encouratered within the excavation were suitable from which to begin fi11 placemento � c OFFIC CHARLES W. BRITZIUS Pres JOHN F. GISLASON Executive Vice-Pres NORMAN E. HENNING, Vice-President Engine ALBERT C. HOLLER, F.� Vice-President Cherr CLINTON R. Secretary-Trea; A preliminary soil investigation conducted at this site by Soil Explo�ation Co and reported to the City of Fridley on September° 27, 1974, was available for our use during the inspection. The repo�t indicated the generalized soil profile near the area in question consisted of app�oximately 8` of granular fill material, which contains some organic materlalg under°lain by a fine grained (SP-SM) waterbearing sand. We un�erstand the proposed construction will be a single family residence. The proposed house will have a split-entry design and will be approximately 28' x 36" in plan, with an attached 28' x 24' garage. As referenced to your site plan, the top o� block elevation would be 102.167' the actual design bear°ing loads were not available, however, we assume the unit loading will be relatively light, with less than 1500 psf< The foundat�on plan, as we understand it, was to excavate the �nferior fi11 down to competent natural soils, then refill the excavation to designed grade with an engineered fill. This plan was to include a suitable lateral oversize beyond the building limits to accommodate the f�ll required under footing elevation. At the time of our inspection, the excavation terminated in natural coarse grained waterbearing (SP-SM) sand, at appr°oximately 15' below sur°rounding gradeo Hand auger borings revealed limited thicknesses of surficlally distutrbed and saturated fill soils at the bottom of BRANCH OFFIi BISMARCK, FARGO, GRAND FORKS, MINOT, EAU CLAIRE, LA CROSSE, WAUSAU, MANKATO, IV ROCHESTER, N RAPID CITY, SIOUX FALLS, WATERLOO, I( AS A MUTUAL PROTECTION TO CLIENTS, THE PUBLIC AND OURSELVES, ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS, AND AUTHORIZATION Fi PUBLICATION OF STATEMENTS, CONCIUSIONS OR EXTRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL � t��.��1 und Co Inc� ` September° 10, 1976 Page two the excarration. We recommended these soils be completely removed, before any refilling operations began. In addition, we recommended additfonal excavation operations be performed to pr°ovide a 1:1 lateral oversiz�. That is, 1° of later°al excav�ation for each foot of fill to � be pl�ced belorv bottom of footing elevation. We also recommended the '� initial lift of fill, be a c�ean sand containing less than 5% material passir�g the #200 sieve. Afte►� approximately 2` of sand had been placed to a level abo�e t�he water, on-site materials cou1d then be used to '� refill the e�ccavation to designed grade. � We r°etur°ned to the site to ve►�ify the cleaning of the bottom of the � �x��vat�ora and the later°a� over°size. At this time, granula� fill soils - had been pla�ed in the excavation. Hand auger borings indicated the fill ` soi�� ranged from dense to extremely loose and extended more than 4' below pr°esent gwadeo Measurements made indicated the excavation was 60' wide in an east-west dir°ection, 42' wide in the portion of the excavation tha�t r�auld contain the house and 27` wide in the garage portion. We harre attached to this l�tter, a sheet illustrating a typical lateral ovewsize r�qt�tr°ements,where fill is placed below footings< Our recom- mendation would be that the house to be constwucted should be pr°opor°tioned to maintain the requir°ed latewal over°size, the footings be lower°ed to wher� a suitable lateral over°size can be achieved or° the �oo�ings be placed on the natur°al so�ls. We did not cornpletely inspect the bottom of the exca�ation, so we have no idea of the actual bottom of the excav�tion dimensions. As a result, we cannot determine the ma�imum allowab1e b�ilding size. At the time of our last inspection, we found the area had been completely re�'iTled �o approximate footing elevation. At your request, severai d�nsi�y tests were taken to determine the compaction of the fill soils. The results of these tests, which are attached, indicated adequate compaction of the surfic�al fill soils� Hovrever, density tests, which �vere placed slight�y lower, indicated poor compaction. These tests da not represent the d�ns�ty of the entire fill network, but are only indications of the den��ty �f the fill at the locations and elevations where tests wer°e perfo�°med� Although we could not inspect the completed e�cGavatian prior ta �'�lling, we wou�d approximate the depth of fill to be about 13'. Th�r°��ore, approximately the lower° 7' of the fill s,ystem has not been tested � Ver°y tr°uly ,yot�rs � ��.,� �-��--� Ral ph L Ander°son G��lo�� st ��m� � �'�t ihomas K Smith, P.E. RL.R%TKS/rs O�,�NOFGFNpF ' �` : �� ''d 9� REPORT OF �..;�,.��, ° tw�n c�tti+ test�nq ar� Qrx7x�annq �anaraton�. �r�c. 662 CROMWELL AVENUE " ST. PAUL, MN 55114 PHONE 612/645-3601 . DENSITY TESTS OF COMPACTED FILL PRO��cT: HARRIS LAKE ESTATES RESIDENCE �541 CAMELOT LANE NORTHEAST REPORTED TO: Ott U11 CO II1C P 0 Box 32082 ��y d► e�, MI� 55432 LABORATORY No. 9-7208 TEST NU1�9BER: DATE TAKEI�T: UNIFIED SOIL CLASSIFICATION: (Moisture-Density Sample Number) LOCATION: DEPiH ��L04� CURB ELEVATION: DEPTH BELOW EXISTING GRADE: 1 Aug�s t 30 , � 976 Si 1 t,� sand, fi ne gra�ned, a little gravel, brown (SM�-1 33'E & 18'N of SW cor°ner of ex�ava- t� on 21 � DATE: September 7, 1976 coP�ES To:(1 � Federa 1 Hous� ng Admi ni s trati on Attn: Mr Bud Huetmaker � August 30, i976 Clayey sand, fine grained, a little gravel , br°own (SC)-2 18'E & 12'N of SW cor°ner of ex�ava- t�on 5' 3' 3 August 30, 1976 S� 1 ty sand, fine gr°ained,� trace of gravel, brown (SC)-1 8'S & 3`W of NE co�°ner of excava- t�on 4' 2' FIELD DENSITY DETERMINATION: Nlethod Density in Place By $dCld-COf12 iVlethod, ASTM: D1556-64 (-#4 Basis) Dry Density �pcf) 119 1 Q7 0 5 106 Moisture Content (%) � 2°'4' 13. � 9.9 Plus #4 Material (%) 9 $ � LABO}�A'I'ORY MOISTURE-DENSITY RELATION OF SOIL: Method ASTP+1: D698- 70 � Method "A" (-#4 BdS � S� Maximum I7ry Density (p�f) 111 m4 120m3 11104 Optimum Moisture i%) 1 Za � 12 01 12 e 3 COMPACTION 7'EST RESULTS: Compact�on (%) � 03 89 0 5 95 Specified Compaction (%) 95 95 g5 REl14ARKS: The aba�e t�st locations were se�ected by Tw�n City �esting and Engineering Labo�ator°y Inco C�mpaction meets specifi�at�ons in the ar°eas of test #1 a�nd 3, but �s 6�1ow spe�if��at�ons in th� other test areao AS A MUTUAL PROTECTION TO CLIENTS,THE PUBLIC AND OURSELVES,ALL REPORTS ARE SUBMITTED AS THE CONFIDENTIAL PROPERTY OF CLIENTS. AND AUTHOR- IZATION FO{i PUBLICATION OF STATEMENTS.CONCLUSIONS OR E%TRACTS FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL Twin City Testing and Engineering Laboratory, Inc. B�/ "/ C `i A t.Ti� J'/�� Z-._ . . i.�NO(VFNOf t. � 0 I` 9� IP�i o' �s �� 1L REPORT OF w,.•�,��' ;�. ° twin c�ttir test�nq �. ano enq�neennq IabaatorU, �nc. 662 CROMWELL AVENUE '"� ST. PAUL, MN 55114 �� PHONE 612/645-3601 . DENSITY TESTS OF COMPACTED FILL PROJecT: HARRIS LAKE ESTATES RESIDENCE 1541 CAMELOT LANE I�ORTHEAST REPORTED TO: ROt� und Co It1� P o BOX 32�82 �� d1 ��v, MN 55432 DATE: Septembe►� 7, 1976 COPIES TO: (See page Qne� LABORATORY No. g�720g TEST NUMBER: DATE 'I'AKEN: UNIFIED SOIL CLASSIFICATION: (Moisture-Density Sample Numberl LOCATION: D�F�iH �EL�I� CURB ELEVATION: DEPTH BELOW EXISTING GRADE: 4 August 31 , 1976 Silty sand, �ine gr°ai ned, a 1 i ttl e gravel, brown (SM)-1 ��iS & 15°E of NW corner� of ea�ca�ati on 5' pB `! � August 31, 1976 Silty sand, fine grained, brown (SM)-1 6'S & 6'W of NE corner� of excavation 5` 4' FIELD DENSITY DETERMINATION: Method Density in Place By $�►1d—�011� iVlethod, AS`rMD15�6-64 �-#4 Basis) Dry Tlensity (pcf) 103 0 5 100 Moisture Content �%) 9, 9 1�=1 Plus #4 Material (%) � � LABORATORY MOISTURE-DENSITY RELATION OF SOIL: Me�had ASTI�:D698-70� M��hOd "A" (-#4 BdS�S, Maximum Dry Density �pcf) 111 � 4 1� 1 0 4 Optimum Moisture �%) 12 � 3 1�� 3 COMPACTION TEST RESULTS: Compaction �%) Specified Compaction �%) 93�5 95 90 95 REMARKS: The abo�e test locat�ons wer°e selected b,� Twin �ity T�esting and Engineering ��bor��tor°�r Inc o Cr�mpacti on i s bel ow spe�i fi cat� ons � n the above tes t ar°eas � A5 A MUTUAL PRO7ECTION TO CLIENTS,THE PUBLIC AND OUIi3ELVE5.ALL REPORTS ARE SUBMITTED AS TME CONFIDENTIAL PROPERTY OF CLIENTS. AND AUTHOR- IZATION FOR PUBLIGATION OF STATEMEN75,CONCLUlIONS OR EXTRAC75 FROM OR REGARDING OUR REPORTS IS RESERVED PENDING OUR WRITTEN APPROVAL Twin City Testing and Engineering Laboratory, Inc. By ��rr-'/'� ��+�_-.. E � tw�n cit� testinq . . � . ,, .........:....: ano enqmaenr�q iaboratau. �nc. ,. �y, 662 CROMWELL AVENUE �.�MDID(yp j -M� ST. PAUL, MN 55114 �� e PHONE 612/645-3601 � fi _� -°_ ��° MOISiU RE - DENSITY CU RVE SAMPLE NO. 1 ..�,,� PRO.,ECr: h�ARRIS LAiCE ESTATES RESIDENCE oAre: September 7, '976 �541 CAM�L.OT LANE NORTHEASi REPORTED TO: RO.t.� Ulld CO �1'�� COPIES To: (See page 011@} LABORATORY NO. 9m�2OH 113 � 112 � � � � � � 1.1� � F- � � Z W ��U � � 0: � 1�9 �o. METHOD OF TEST: AS�M: D698-70,Me�hod "A" il'F'E OF MATERIAL: MAXIMUM C�ENSITY: Silt� sand, f�ne g�°ained, brown (SM� T�`� ,4 lb. /cu. ft. OPTIMUM MOISTURE � 1�- 3 %p �Q ll i2 13 14 i5 iv�OISTURE CONTENT % . tw�n c�tti+ test�nq " ' � ; ano enq�neennq iaooratory, �nc. f��.�l 662 CROMWELI AVENUE ��,� o�w,;�� "' ST PAUL MN 55114 r PHONE 612/645-36G1 o � �� 4�--� �,° MOISiURE - DENSITY CURVE SAMPLE NO.2 . -�m,r. �. p�o.,ECr: HAR��S LAKE ESTATES RES�DEN�� DATE: ��p'�el'pbe'�° 7, 1976 154� CAMEi�O�° LANE NOR�'�EAST 12EI'ORT�D ro: ��.�.� ��y� C� �n� --- coP�es To: (See page one) LABORATORY NO. �-%ZOH 1?7_ +� 12� w � � \ � � � �a � � _ N z W �� 0: 0 ��u lzi METHOD OF TEST: A��M: D�9S-%O, M�°�hod "A�� iYPE OF MATERIAL: ��y�y ��11d, f�ne g�^ained, ��`OY�i11 �SC) MAXIN{UM DENSITY: ��'O o 3 Ib. % Cll. ft. OPTIMUM MOISTURE � ��. � %p IV�OISTURE CONTENT °10 � PREREQUISITES FOR SOUND ENGINEERING PRACTICE In order to properly evaluate the foundation soils at a building site, it is imperative for our firm to know exactly where the building will be placed, its size, and the elevation of the foundation elements. N,'ithout this information, we cannot assure that the preparatory foundation earthwork is adequate. This project data is especially critical in situations where the excavation extends below the footing grade and compacted fill will be required to attain building elevations. In these situations, the excavation would require lateral oversizing to provide suitable lateral distribution of the footing loads. Offset batter boards or the building lines stakes provide the best on-site verification of the building location and size. It must be recognized that Twin City Testing and Engineering Labora- tory, Inc., does not practice in the field of surveying. We, therefore, must rely on staking by others. If Twin City Testing is required to perform the survey, we will retain a licensed surveyor and invoice client for that amount per our current fee schedule. Provision of the building founda- tion plans is also important so that we may properly perform our inspection. If the construction is redesigned or otherwise moved subsequent to our inspection, we should be informed so our firm can assess if additional inspection work is required, or suggest sound engi- neering alternatives. We cannot be responsible for any soil foundation system if the structure has been relocated with respect to the excavation subsequent to our inspection. GENERAL OVERSIZE REQUIREMENTS Because of the lateral distribution of foundation pressures with depth, lateral oversizing is re- quired in an excavation where unsuitable soils extend below plan footing grade. The lateral oversize scheme provides compacted fill material beyond the exterior footing limits where fill is required below footing elevation. The degree of lateral oversizing is dependent upon the sur- rounding soil's ability to resist lateral movement. In most soils, we generally recommend the lateral oversize be at least 2 ft. plus the depth of excavation below bottom of footing elevation. In extremely compressible swamp or organic soils, this oversize should be increased to 5 ft. plus twice the depth of unsuitable soils below footing grade. Due to these variations in the required lateral oversize, each project must be evaluated individually. Diagrams illustrating typical oversize dimensions are included below. � twin cittir testinq arw enom¢ennq IaOOratory, �nc. � tw�n citti+ testinq � . an0 enq�neern7q laborato�y, �nc. NORMAL EXCAVATION OVERSIZE OVERSIZE FOR SWAMP OR EXTREMELY SOFT SOIL CONDITIONS EXCAVATION OVERSIZE IJOB NO. I SCALE: NONE � DRAWN BY TB�I CHECKED BY � � � � � �� Rottlund Construction Company P.O. Box 32082 Fridley, Minnesota 5545� � — SOIL TESTING SERVICES OF MINNESOTA, INC. 2405 ANNAPOLIS LANE SUITE 280 MINNEAPOLIS, MINNESOTA 55441 612-559-1900 September 10, 1976 Attention: Mr. Roy Lund STS Job No. 90823 /S�1 Re: inspectian of Foundation Materials, House Lot at fi�# Camelot Lane in Fridley, Minnesota. Gentlemen: On September 7, 1976, the undersigned viewed the finished foundation fill pre-- paration for the above referenced residence, performed field density tests (compaction tests on the fill material) and discussed the project with Mr. Jerry Belair of Bel-Son Construction, Mr. Roy Lund of Rottlund Construction and Mr. Ror Holden of the City Fridley Building Inspection Depai�tment. We understand that the proposed residence is to ba a two-story structure with a walk out basement having the house foundations supported at the approximate level�of the existing fill material. The residence is to be approximately 29 feet by 56 feet in plan dimension oriented with the major axis in an east-west direction./ That is, the 56 foot building dimension is parallel to the 75 foot lot frontage. From our discussions with Mr. Holden, we understand that the lot was filled approximately two years ago with spoit from a road construction and holding pond project. This soil was predominantely slightly organic sand topsoil and extended to depths ranging from 9 to 11 feet. This material was excavated within the building area and the foundation base inspected by representatives of Twin City Testing and Mr. Nolden. William C. Kwasny, P.E. CHICAGO, PEORIA, ILLINOIS • WASHINGTON, D.C. • ORLANDO, FLORIDA • CEDAR � Engineering Analysis/Reports John P. Gnaedinger, P.E. RAPIDS-IOWA CITY, DAVENPORT, DES MOINES, IOWA • WICHITA, KANSAS • BAY • Construction Quality Control Clyde N. Baker, P.E. CITY, DETROIT, GRAND RAPIDS, MARQUETTE, MICHIGAN • MINNEAPOLIS, • Foundation Borings-and Testing James H. Overtoom, P.E. VIRGINIA; MINNESOTA • ST. LOUIS, MISSOURI � FAIRFAX, VIRGINIA • GREEN • Environmental Testing and R. Eric Zimmerman, PhD., P.E. BAy MILWAUKEE, WAUSAU, WISCONSIN • MADRID, SPAIN • BANGKOK, THAILAND Evaluation R. W. Weinfurter, P.E. , Rottlund Construction Company September 10, 1976 Page two We understand that the base materiat was a gray sa�d which was wet with minor water seepage. noted at the edges.. Mr. Holden stated that the sides of the excavations were nearly vertical, and relatively stable; that is, the siope did not cave-in or slough to any appreciable extent either during the excavation or backfitling protess or compaction procedures. In the opinion of th� writer, based on visual inspection, this material appeared to be medium dense to loose in relative density and would be capable of providing lateral eonfinement to foundation bearing soils. We understand that the base of the excavation was laterally oversized so that a slope of approxi- mately 1/2 horizontal to 1 vertical could be maintained from the base of the founda- tion to the outside limits of the base of the excavation. After the base of the excavation was inspected, sand backfill was placed and compacted with a large vibra- tory drum roller. We understand that field density tests (compaction tests) were performed by others periodically. Field density tests performed by our firm on September 7, 1976, indicated degrees of compaction varying from 94% to 97% based on ASTh{ D 698 (Standard Proctor Method). In our opinion, this degree of compaction would be satisfactory for the support of a single family dwelling provided that the foundation and structure are properly con- structed. Although the limits of lateral overexcavation at the base of the compacted fill material is less than desired, we do not feel that detrimental settlement of the structure will occur. We would anticipate total settlements of the structure to be on the order of 1/2 to 3/4 inch, with approximately 1/2 of this movement taking place as the dead weight of the structures develop during construction. Rottlund Construction Company September 10, 1976 Page three If you have any questions, or if we can be of further service, please do not hesitate to contact us. f HEREBY CERTIFY THA7 THIS PLAN, SPECIFICATIOty, OR REPORT WAS PREPARED BY ME OR UNDER MY DIRECT SUPERVISIO�I AND 7HAT I AM A DLiLY REGISTERED PROFESSIONAL ENGINEER UNDER THE LAWS OF THE STATE OF MINNESOTA. /�'•G/ 0�-- �ATED �"'I�' 7� REG. NO., /1 �,, Very truly yours, SOIL TESTING SERVICES, INC. ��s�t��.,.� � � � ~ James H. Overtoom Registered Professional Engineer, Minnesota cc: City of Fridley, Building Inspection Department 6431 University Avenu� N.E. Fridley, Minnesota 55432 Attention: Mr. Ron Holden cc: Bel-Son Construction 7816 Central Avenue N.E. Minneapolis, Minnesota 55432 Attention: Mr. Jerry Belair _ �. r�il `��`3i' '�i,eli�`:*,,'�'�3;,�:,.j�i,+� � • � I . x' _ . . . . I� i SOIL TESTING SERVICES OF MINNESOTA, INC.I 2405 ANNAPOLIS LANE MINNEAPOLIS, MINNESOTA 55441 J � Co� ac�tior� C�r��r�� R� �rt � � Job No. >��z� Date S�� T 8� �9�6 Project ��'S� G/J/l�FLraT �qti•�r �h' �r�LC X /'!'!/��/��C'S BTA Architect Contractor B�s, 3v.� �I- �2 o7'TL v.�a G�•�•�,— � .`,� � , - _ - � . ._ . �. - . . . �- �- . �- . . - � '�--��i i i i i _ ��__�� ♦ � �� ! - �� i �� ■�� __ ______ __ � � % 3S1JF!l-�TL�7�i�L�� __ _� _�_ _� ��__ _�_ __��_ __�_I____'�_ __��'____'��_ __ I_�__'�_ __ �I____'-�_ __ ` I____'�_ _�� ____�_ r��1��1�� r�� Densities Shown: lbs. per cubic foot Water Content: Percent of dry weight. Test Results Corrected for Gravel Content FORM SME O10 8/73 Method of Field Density Measurement t�Sand Cone Method Nuclear Method Balloon Volumeter Percent A.S.T.M.D.-1557-70 (Modified Proctor) Compaction Based On �A.S.T.M.D.-698-70 (Standard Proctor)