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MISC DOCSI 4 SOLTZESTE� ir' n� � �o D 47 West 78th St. Bloomington, Minnesota 55420 (612)869-8006 3` n- February 7, 1973 T&M General Construction Consultants, Inc.' P.O. Box 6043 West St. Paul, Minnesota 55118 Attention: Mr. Claude Thorp S.T.M. Job No. 90126 Resurface surface Investigation for Proposed Restaurant, 1730 University Avenue Northeast Fridley, Minnesota Gentlemen: We are submitting herewith the preliminary results of the subsurface investigation for the above project. The purposes of the work were to determine the soil and ground water conditions at the proposed building site and to report thereon making recommendations for the design and installation of the building foundation. A total of 'four (4) soil test holes were drilled on February 2, 1973 using a truck mounted B-50 drill unit. The holes were advanced without casing and without use of wash water by drilling with 4 inch diameter continuous flight augers. At two foot intervals of depth in the top 10 feet and at 5 foot or less intervals thereafter, standard penetration tests were performed in accordance with procedures designated in A.S.T.M. D 1586-64 T (see Appendix 1). In this split barrel procedure,a standard 2 inch o.d. split spoon sampler was driven into the ground with a 140 pound weight free falling a distance of 30 inches. The number of blows required to advance the spoon one foot is termed the standard penetration resistance and may be taken as -an indication of the relative density in place of granular soils. Detailed soil descriptions together with a plot of the standard penetration test blows per foot and the laboratory test data -are shown on the boring log sheets. Following the regular written soil descriptions are capital letters in parentheses which represent the appropriate group symbols of the Unified Soil Classification System. CONSULTING SOIL AND FOUNDATION ENGINEERS • TUCSON, AZ • SEYMOUR, CT • WASHINGTON, DC • CEDAR RAPIDS, IA • DAVENPORT, IA . DES MOINES, IA •IOWA CITY, IA CHIrtAi't), Michael L. Larson IL • BAY CITY, MI • DETROIT, MI • MAROUETTE, MI • MINNEAPOLIS, MN • ALBANY, NY • GREEN BAY, WI - MILVIAUY,EE, WI - WAW, -11 ^u'^'PfI NASSAU, BAHAMAS - KINGSTON, JAMAICA • MONTEREY, MEXICO • MADRID, SPAIN • BANGKOK, THAILAIiD • m7. 004, "N ti. .• i' Also shown on the boring log sheets is the open circle with the asterisk above it which indicates the calibrated penetrometer test. In this test, the unconfined compressive strength of the soil is estimated by measuring its resistance to penetration of a small spring calibrated plunger. Water content tests are shown on a darkened circle on the same sheets. A visual inspection of the proposed -construction site revealed the area to be relatively flat and the maximum vertical difference in elevation within the proposed building site is approximately 1 foot. The property is covered by a 10 to 13.5 foot thick layer of variable sand to clay content fill. Standard penetration test resistances in the sand layers are somewhat erratic, which is characteristic of a deposit of this type, and range From 11 to 23 blows per foot. The sand soils are generally medium dense to loose. A layer of clay fill was encountered from a depth of 7 to 10 feet below present ground surface in boring 1 and is stiff to tough in consistency. The sand and clay fill layers are interbedded with variable thickness layers of slightly to moderately organic silt and peat fill layers in al.l four borings and extended to depths of 4 to 13.5 feet below present ground surface. The moisture content of this material was 66% in boring 2 at a depth of 4.5 feet below present ground surface, and this indicates the organic soil is highly compressible. We understand the proposed building will be l story in height with no basement. A continous bearing wall will be placed around the perimeter of the structure and six isolated column footings will be placed in the interior of the proposed building. We.understand floor loads of magnitude 175 p.s.f. are anticipated for the slab -on -grade. Based on the available information it is recommended that spread footing foundations be employed for the support of the proposed structure. Soil conditions at the site are not uniform. For proper support of the structure, it will be necessary to remove most of the soft or loose compressible soils from below the proposed building. We recommend that no footings or floor slab be placed.directly over the existing organic layers. This could result in excessive settlement. Some of the fill and all of the organic materials should be removed and replaced with a well compacted granular backfill and the footings be placed on the well compacted backfill. The excavation will have to extend beyond the edge of the footings a distance equal to the distance from the design footing elevation to the bottom of the excavation. This is necessary to provide adequate lateral confinement to the foundation soils. The preliminary recommended excavation depths vary from 4 to 10 feet below present ground surface... The bottom of the excavation should then—be proof rolled to detect any soft spots. After the bottom of the excavation has been inspected and approved, the backfill should be placed in horizontal lifts of 9 inchesloose thickness and compacted to at least 95% maximum Modified Proctor dry density (A.S.T.M. D-1557). On granular backfill assiduously compacted as specified above, a maximum net allowable soil bearing pressure of 1,000 p.s.f. could be maintained upon.this compacted fill if the bottom of the footing -is placed on a minimum thick-• ness of 2 feet compacted backfill. - 3 - The purpose of this letter report is of a preliminary nature, and a more complete report will be provided as soon as possible. If there are any questions with regard to this report, or if we can be of further service to you, please do not hesitate to contact us. Yours very truly, SOIL TESTING OF MINNESOTA, INC. Michael L. Larson Registered Professional Engineer Clyde N. Baker, Jr. Chief Engineer 4 cc: T&M General Construction Consultants, Inc. I cc: STS, Inc., Northbrook I cc: Files T -:AT TI IS P1 AN, C DAI ED 7 - 7 3 REG. NO. Benchmark, top of fire hydrant, assumed elev. 100.0! O 200' I I N 204' 76' 85' W B-4 � i B-3 Z Elev- 97.9' Elev = 97.7' W 54' Proposed 51 { W. Building —X—B-2 B-1 Elev 97.41 i Elev = 97.3, i z 75' a P.L. o SOL. TEES T ING OF MINNESO 8 RCl SIONS SOILS INVESTIGATION No. DATM div PROPOSED RESTAURANT 9 FRIDLEY, MINNESOTA s for: TSM GENERAL CONST. CONSULTANTS, INr.. OAAWN wv 1;cn Z >a RAH 1 h = 50' epol(® DATE DRAWING NO. 4 MLL 2-7-73 TRACVLD - - TRACVLD APP•D 1 LOG CW o OFUnn �'G N'D. OWNER SITE 7730 University Avenue Northeast Fridlee Minnesota W z _h X S N o w DESCRIPTION OF MATERIAL a } P. r O a iuIn F „ 'I ARCHITECT - ENGINZER T&M'General Construction Consultants,iric PROJECT NAME UNCONFINED COMPrUr2VIVE HTRISNGTI-I TCI: Ji,/Z' 0', i; n a PLASTIC WATER LI(1uIQ� LIMIT 56 CONTENT ►. r2 STANDARD "N" PENETRATION (OLOWSA-0 77t1RFACI$ CLEVATION—�I 20 9 Q.. 40Rr> ..._.... Grayish brown mottled sandy j hl i- �c 1 a.y_, -t-r, g r _ave_L,��G_L=Ev �I.1_.—. Brown to white fine to med.sand, jf I pockets of green to brown sandy 1 SS? ' clay.(SP-Fill).Moist.Med.dense. F r-as_t White to brown mottled fine to med. sand ,pockets of green to brown sandy clay,tr.gravel. 3 ISS���� (SP-Fill).Moist.Med. dense. j 4 SS Green to yellowish brown sandy)I __l_—.-_.f.� �,to silty clay,tr.gravel,pocke'ts _ 5 SS + of brown fine to med.sand. ,t0_0�—�t) (CL -Fill). Stiff to tough. 6 SS f Tan fine to med.sand,pockets of green to black slightly org. + sandy clay,tr.gravel.(SP-Fill). 7 SS �.I. Loose. Wet. Gray fine to med.sand,mottled with black pockets of fine 3 SSsand at 13' and 14'depth,tr. •0��9 SS silt.(SP). Saturated. Loose to medium dense. End of Boring *Black organic clayey silt, pockets of brown to white medium sand,trace roots'. (OL -Fill). Broken gravel at 4' depth. �VIATERjLEVEL. 013SCRVA'rIOAIS W.L.1 t'/. S. OR W.D. ..I 10.71 AB _1 N,. I, ';.'O.Q srr j4,;7icat!oii I IZ. #' C librated Penetrometer BORING STAR ED ' SOIL TESTING OF MINNESOTA DOPING coI.,r LETI=D INC. , B-50 147 WEST 78 STREET IC BLOOMINGTON, MINNESOTA 55420 Dn=N RAH lora 09012 6 InCs rI'll Clntj r,( LOS Cja�. 2 0Wl ;ZR ARCHITECT- ENGHNici:iR T&M General Construction Consultants, 'ITE 7.730 University Fridley�Minnesota W W o bi x ^� 0 a p W IA I.. �^ I','!� G_ Avenue Northeast a ®ESCR11'iI®N OF MATERIAL 0 PROJECT VAMC r� Proposed Restaurant UNCONIwINMD COMPRIZO JIVE WTRIXN®TJJ 0I.1•`i/,; 0 ,: I a 3 � 1' PLASTIC WATER LIQUIr., ® LIMIT CONTENT %6 LIP�9JI/7r\ , 7 STANDARD 'IN" PENETRATION (DLOWGhT .) S J esI]IZI*Act{ i4LiEVA9I0A1­� 97 4140 1-- — SS (f SS 1I _ SS SS SS �SS SS� �{ �. White mottled black and brown fine to medium sand, weakly to non cemented. (SP -Fill). Moist. Very loose Frost to 2.5' depth. I^ 1 �C - 2 Tan fine to med. and to bla org.cla ey silt.(SP-OL-Fill s�• uo J�lo i aS_ -` II- 3 White to tan fine to medium sand, pockets of green to reddish brown sandy clay. (SP-Fill). Moist to saturate(. Loose to very loose. 3 9 ( -- - ----ijj 4 6 M 7 Gray fine to medium sand, thin seams of dark gray slightly fibrous clayey silt at 11.5' depth, trace silt at 14' and 15' depth. (SP). Saturated. Loose. 6 li Find of Boring stiBlack organic clayey silt, pockets of gray to white medium sand. (OL -Fill). . **Black organic clayey silt, trace roots and sand.(OL-Fill). Moist. _i F fl U { al I I v+rl i0?R I_YiVEL Of3�iC6ZVATIONS 1U.L.I W.S. oR W.D. SOIL TESTING OF MINNESOTA, INC. 147 WEST 78 STREET BLOOMINGTON, MINNESOTA 55420 CORING STARTED 2-2 DORI G Cori?LETwi 22— IG B-50 FO1Y377r:1i_ _ MCA A.Q.R. W. L• � 9. 2' AB DRAFIN RAH APPnoU'10 Jon a 90126 1 r""= 1 Z QJ).T U UL1 V d'JJ}Jl"VJ.luYJ vc uvwa � -.. .. 66� 0W NLrk 31TC 7730 University Avenue Northeast Fridlex, Minnesota W O a.u►-i r DESCRIPT16N OF MATERIAL er tlt �.t Ao . @ n V A W y h 0URV1'ACE QLEVATIOII4---� 97.9' 1_1 SS11 _12 LSS�I g_ 4 I SS 110 5 �SS�� 6 ss �1 +! 7 SS V!A'r a I7 y W. L. I 1 Light brown fine to medium sand, pockets of green to reddish brown sandy clay, trace silt, trace to some gravel. (SP -Fill). Moist. Medium dense. ARCH I T LC T - ENGiNCER —UMLCLeCle L S t Ic i n_ConSJd�.�n.l .Irl/ PROJECT NAME Proposed Restaurant n A PLASTIC WATER LIM11;' ® LIMIT CONTENT TO LIf/I n. , STANDARD "N" PENETRATION (BLOWS/1 -r.) 10 20 ao olo U2_,_, .... I.Tan to white fine to medium 1� (sand, pockets of green to reddish brown silty ciay,tr. 5 jPravel.(SP-Fill).Moist.Med. `dense to loose. 1� Gray f.to med.sand,tr.silt,.. thin seams of dark gray slightly fibrous silty clay I� at 10.5' depth...(SP). Wet to saturated. Medium dense. I2 End of'Boring *Black slightly organic clayey silt, pockets of gray to brown silty sand.(OL-Fill). Medium dense. ** Brown fine to med.sand to silty sand,pockets of 'gray sandy clay,tr.gravel. ' (SP-SM-Fi.11).Moist.Medium dense. s XVEL OBSERVATIONS 00RING STARTED 2-2-73 W.S. 01? W.D.SOIL TESTI N.G.0F MINNESOTA, p0R1IdG Cf�P.7Pt£T[•.b 2-2-73 .... ... .. 7.. .c.�. A. .. 777-1— INC. 747 WEST 78 STREET BIG, • B -5p IAB BLOOMINGTON, MINNESOTA 55420 DTIAVIN RAH XVEL OBSERVATIONS 00RING STARTED 2-2-73 W.S. 01? W.D.SOIL TESTI N.G.0F MINNESOTA, p0R1IdG Cf�P.7Pt£T[•.b 2-2-73 .... ... .. 7.. .c.�. A. .. 777-1— INC. 747 WEST 78 STREET BIG, • B -5p IAB BLOOMINGTON, MINNESOTA 55420 DTIAVIN RAH Ai-pn4 v -q MILL ion o 90126 571E i too striUa.c.ibloijl ,enc,,,; room. er4t the approxa.mate.{ LOG Cd"-- I OWNi:R ARCHITECT- ENGINE: R T&M General Construction Consultants0I1C: SITEC 7730 University Avenue Northeast PROJECT NAME, Fridley_, Minnesota Proposed Restaurant ....... .... ....:.. UNCONPINUD C014010BiSx001ve STRxigQ-nI i"Com)A, 4.. t W ° x o w ®ESCRI?TI®N OF MATERIAL , PLASTIC WATER LIQUID IAJ :C ia > ® t LIMIT CONTENT Jo LIMIT ',d 9d 10 r G ~ In �" O STANDARD "N" PENETRATION (DLOW'ShIr.)) r dd iStDITFACM 6CLGVATION—, 1 d020 I .__^ org.saad --PeWtatc,q� I II �~ White fine sand, weakly to non cemented,pockets of p green to reddish brown sandy clay. (SP -Fill). Moist.Loose. 1 SSS hFrost to 3' depth. Q5 —i._ �' 11IS Tan to light brown fine to medium sand, pockets of'gree to reddish brown sandy slay, tr trace of gravel and silt at. p � 3 SST 10.5' depth. (SP-Fi11)..Moist to wet. Medium dense to very 4 SS loose. LS __I_,_ ri3iK.siigntly org.siity sana to 5._SS grayish green f.to med.sand, tr. I� Is �4 Gray silty fine sand. (SM). 6 �SS H aturated. Medium dense. z6 7 SS —I� LI �pG'ray clayey s ii -t, tr. sanclT Saturated. Medium dense. Gray silty clay. (CL).Tough. 8 SS �L End of Boring *Dark brown to black silty sand, trace organics and chunks of brick.(SM-OL-Fill). Moist. Loose. +WATER LEVEL OBSERVATIONS GORING START[D 2-2-73� SOIL TESTINC.OF MINNESOTA, W. L. � d✓.s. os W.D.• - QorzlrlG coMI'>_erED 2-2-73 INC. E.C.R. A.CA1 147 WEST 78 STREET 1G .0 FORr, ;N _.. M—_L-110.4' cave-in AB BLOOMINGTON, MINNESOTA 55420 DRAWS i RAH AWI°r;oW) I jqpo 90126 sM 1 ;t-..atifacata�^� �nes .c�re a�n-e approximate :1 LL r s c GENERAL NOTES 9950 Chicago building Codo Soil Classifications are Used lac®pt Whore Noted_ SS : Split -Spoon — 9 %" I. D., X" ®. D., except where noted ST i Shelby Tube — 2" O. D., except whoro noted PA : Power Auger Sample D 0 : Diamond Bit — NX BX: AXs Ca : Carbolay Bit — NX: SX: AXt 05 : Osterberg Sampler -3" Shelby Thabo KS : Nousol Sampler WS : dash Sample FT s f=ish frail as a Rock Bit WO: Wash Out Standard "W" Penetrations Blows per foot of as 940 poured hammer falling 30 inches on as 2 inch OD split spoon, o xcept where noted. WATER LEVEL MEASUREMENT SYMBOLS WL : Water Level WCl : Wet Cave In DCI : Dry Cave In WS : While Sampling WD : While Drilling SCR : Before Casing Removal ACR : Affter Casing Removal AB : After Boring Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible in even several days observation, and additional evidence on ground water eleva- tions must be sought. CLASSIFICATION COHESIONLESS SOILS "Trace" 1 % to 10% "Trace to some" 10% to 20% "Some" 20%9o35% "And" s 35% to 50016 Loose : 0 to 9 Blows Medium Dense 10 to 29 BIows or Dense s 30 to 5911Iows equivalent vary Dense s t 60 Blows COHESIVE SOILS If clay content is sufficient so that clay dominates soil properties, then clay becomes the principle noun with the other major soil constituent as modifier; i.e., silty clay. Other minor soil con- stituents may be added according to classifica- tion breakdown for cohesionless soils; i.e., silty clay, trace to some sand, trace gravel. Soft 0.00 — 0.S9 tons/ft-, Stiff' 0.60 — 0.99 tons/ft Tough 1.00 — 1.99 tons/ft-, Very tough 2.00 — 3.99 tons/fit= Hard : t 4.00 tons/W SOIL. TESTING OF MINNESOTA, INC. 147 WEST 78 STREET BLOOMINGTON, MINNESOTA 55420 " rentati've 111 elth®d Jai r ]PENETRATION TEST AND SPLIT -BARREL SAMPLING OF SOILS' a ASTM Designation: D 1586 - 64 T Iss=, 1958; RF.visED, 1963 Q This Tentative Method has been approved by the sponsoring committee and accepted by the Society in accordance with established procedures, for use pending adoption as standard. Suggestions for revisions should he addressed to the Society at 1916 Race St., Philadelphia 3, Pa. Scope 1. This method describes a procedure for making soil borings with a split - barrel sampler in order to obtain repre- sentative samples of soil for identification purposes and other laboratory tests and to obtain a record of the resistance of the soil to penetration of the sampler. Apparatus 2. (a) Drilling Equipment.—Any equip- ment shall be acceptable that provides a reasonably clean hole before insertion of the sampler to insure that the penetration test is performed on undisturbed soil, and that will permit the driving of the sampler to obtain the sample and penetration rec- ord in accordance with the procedure de- scribed in Section 3. The stiffness of the drill rod used during sampling is'believed to have a relationship to the 'V value obtained, especially because a light drill rod "whips" under the blows of the hammer. It is- suggested that the drill rod have a stiffness equal to or greater than the A -rod. A stiffer drill rod is sug- gested for holes deeper than 50 ft. When drilling in sand or in soft clay or other material that will not allow a hole to stay open, casing or drilling mud shall be used. If caving occurs with drilling mud, casing shall be used. The hole shall be limited in diameter to between 24 and 6 in? I Under the standardization procedure of tho Socielty, this method is under the jurisdiction of the ASTM Committee D-18 on Soils for En- gineering Purposes. I Revision Accepted by the Society at the Annual Meeting, June. 1963. Published first as information, in the compila- tion of "Procedures for Testing Soils," April, 1958. a Al. J. 11vorstev, "Subsurface Exploration and Sampling of Soils for Civil Enaineerina Purposes." The Engineering Foundations. 345 East 47th Street, New York 17, New. York. (b) Split -Barrel Sampler.—The sampler shall be constructed with the dimensions indicated in Fig. 1. The vdrive shoe shall be of hardened steel and shall be replaced or repaired when it becomes dented or distorted. The coupling head shall have four ?-in. (minimum diam- eter) vent ports or shall contain a ball check valve and no ports. Substitution of a split -barrel sampler other than 2 -in. OD shall be made only with the permis- sion of the engineer in charge. If other sizes are permitted, the size shall be conspicuously noted on all penetration records. (c) Drive height Assembly, consisting of a 140-1b weight with a 30 -in. free fall and a driving head.. Special precaution shall be taken to insure that the energy of the falling weight is not reduced by friction between the drive weight and the guides. For driving the casing, a heavier hammer is permitted. (d) Accessory Equipment.—Labels data sheets, sample jars, and other necessary supplies. Driving Shoe{ 'I ,A �"It SOhI Barrel— 14" (min) — 24" (min, Open) Procedure .i. (a) Preparing Hole.—Clean out the hole to sampling elevation using what- ever equipment is preferred that will in- sure that the material to be sampled is not disturbed by the operation. In satu- rated sands and silts withdraw the drill hit slowly to prevent loosening of the soil around the hole. In no case shall a bottom -discharge fish- tail bit be permitted. (Side -discharge fish- tail bits are permissible.) The process of jetting through an open -tube sampler and then sampling when the desired depth is reached shall not be permitted. Take samples at every change in stratum and at intervals not greater than 5 it (or less if specified). Where casing is used, it shall not be driven below the sam- pling elevation. Any loss of circula- tion in drilling fluid during advancing of hole shall be noted for recording on the log. (b) Obtaining Samples.—With the sampler resting on the bottom of the hole, seat the sampler 6 in. with blows from the 140-1b hammer falling 30 in. Proceed with driving the sampler until. Couol mq -- 4 VPn•s "dia (min) 6" (min)---� NOTE 1.–A coupling hand with a theck valve olid .t "Iminunn of 0.6 ul, it,, velitinq in uot•ttde aluwve check valve .hull hr acrd to i,nprnvr rnmph, nv•narrc uhrn then• 1% vulrr in the hula. Nn•rx 2.–Split barrel nut% he it_ in. 11) and mitt vow.un „ liurr. NOTE. 3.–A cprina-hqu• euro t:ttcht•r in the driving .hop to pn•c rut I .... ..f .nngdr iv Iwnvitted. NoTE 4.–Cornem lit A nuiy hr ciiahtly roondt-d. FIG. L—Standard Split -Barrel Sampler Assembly. SOLTESTI G OF WENINESOTA, V% . 147 West 78th St. Bloomington, Minnesota 65420 (6121869-8006 February 12,. 1973 - T&M General Construction Consultants, Inc. P.O. Box 6043 West St. Paul, Minnesota 55118 Attention: Mr. Claude Thorp S.T.M..Job No...90126 Re: Subsurface Investigation for Proposed Restaurant.. 7730 University Avenue.Northeast Fridley, Minnesota Gentlemen: We submitting herewith the results of the subsurface investigation for the above project. If there are -any -questions with regard to this report, or if we can be of further service to you.in any way, please do not hesitate to contact us. Yours very truly, SOIL TESTING OF MINNESOTA, INC. Michael L. Larson Registered Prof ssional 'Engi e r C1)ede N. Baker, Jr. Chief'Engineer 4 cc: T&M General Construction Consultants, Inc. 1 cc: STS, Inc., Northbrook 1 cc; Files 'CONSULTING SOIL AND FOUNDATION ENGINEERS Michael L. Larson TUCSON, AZ • SEYMOUR, CT - WASHINGTON, DC • CEDAR RAPIDS, IA • DAVENPORT, IA • DES MOINES, IA • IOWA CITY, IA • CHICAGO, ,' ich 4' L. Larson 1P 1L • BAY CITY, MI • DETROIT, MI • MARQUETTE, MI • MINNEAPOLIS, MN • ALBANY, NY • GREEN BAY, WI • MILWAUKEE,. WI - WAUSAU, WI f A4 0 0 QIP ,jP NASSAU, BAHAMAS • KINGSTON, JAMAICA 0 MONTEREY, MEXICO • MADRID, SPAIN 0 BANGKOK, THAILAND ST, IF.RQZv ryllRiTA IAIIANW, SUBSURFACE INVESTIGAI-ION PROPOSED RESTAURANT 7730 UNIVERSITY AVENUE NORTHEAST FRIDLEY, MINNESOTA We were retained by Mr. Claude Thorp to conduct a soil investigation for this project. The purposes of the,work were to determine the soil and ground water conditions at the proposed building site, and to report thereon, making recommendations for the design and installation of the building foundation. PROCEDURE A total of four (4) soil test holes were drilled on February 2, 1973 using a truck mounted B-50 auger type drill unit.. The holes were advanced without casing and without use of wash water, by drilling with 4 inch diameter cont- inuous flight augers. At 2 foot intervals of depth in the top 10 feet and 5 foot or less intervals thereafter, standard penetration tests were performed in accordance with procedure's designated in A.S.T.M. D -1586-64T (see Appendix 1).\ In the split -barrel procedure, a standard 2 inch o.d. split -barrel sampling spoon was driven into the ground with a 140 pound weight free falling a distance of 30 inches. The number of blows required to advance the spoon one foot is termed the standard penetration resistance and may be taken as'an indication of the relative density in place of granular soils. All soil samples were brought to our laboratory for examination, classification and testing. They will be retained fora period of at least 90 days from date of issue of this report after which they will be discarded unless we are other- wise notified. The location of boring 2 was offset 5 feet north of the southeast corner of the proposed building when auger refusal was encountered 3 feet below present ground surface in the original location of. the boring and was probably a boulder. An earlier preliminary report was'issued on February 7,.1973• Drawing No. 1 is a site plan showing the soil test hole locations in relation Noll Touting of Ivlinnonotn, Inc. - 2 to the outline of the proposed building. Detailed soil descriptions together with a plot of the laboratory test data are shown on the log sheets. Following the regular written soil descriptions are capital letters in parentheses which represent the appropriate group symbols of the Unified Soil Classification System. A chart explaining this system is also appended. All shown elevations were obtained by using the assumed benchmark shown on the attached drawing. LABORATORY TESTING The testing program consists of performing water content and the penetrometer test. In -the penetrometer test, the unconfined compressive strength of cohesive soil is estimated by noting its resistance to penetration of a small spring calibrated plunger. SITE The proposed building site is within the city limits of Fridley, Minnesota bounded on the east by University Avenue Northeast. A visual inspection of the proposed construction site revealed the area to be relatively flat and the maximum vertical, difference in elevation within the proposed building site is approximately 1 foot. There is no growth of grass or weeds on the ground surface, and one medium sized tree is located in the northeast corner of the lot. A single story house is presently under construction and is located south of the south property line. A visual inspection also revealed large stockpiles of send located approximately 800 feet north of the site. We understand the onsite fill has.been placed within the last few years. SOIL CONDITIONS The property is covered by a 10 to 131 foot thick layer of variable sand to clay content fill. Standard penetration test resistances in the sand layers are somewhat erratic, which is characteristic of"a depostt'of this type,.and range Soil Toetinp of Minneeota, 1 3 from 11 to 23 blows per foot. The sand soils are generally medium dense to loose. A layer of clay fill was encountered from a depth of 7 to 10 feet below present ground surface in boring 1 and is stiff to tough in consistency. The sand and clay fill layers are interbedded with variable thickness layers of slightly to moderately'or ag nic silt and sand fill layers in all four borings and extended to depths of 4 to 131 feet below present ground surface. The moisture content of this organic material is 66% in boring 2 at a depth of 4j feet below present ground surface, and this indicates the organic soil is highly compressible. Underlying the deposits of sand and clay fill are -layers of fine to medium sand which extended beyond the terminal depth of 14.5 to 16.0 feet below present ground surface in all borings except boring 4. The sand material is loose to medium dense in density since standard penetration test resistances were in the range of 6 to 17 blows per foot. An exception to the above sand stratification was noted in boring 4 where a layer of silt was encountered at a depth of 161 to M feet below present ground surface. Underlying the deposit of silt in boring 4.was.a.stratum of tough silty clay which extended beyond the terminal depth of 20 feet below present ground surface. Specific soil conditions encountered at the.boring locations are indicated on the boring logs. The boring logs show subsurface conditions at the dates and locations indicated,, and it is not warranted that they are.representative of sub- surface conditions at other locations and times. GROUND WATER CONDITIONS Water level readings were taken in the borings after the drilling operations. The readings obtained are shown on the boring logs. As can be seen, water levels varied from 9.2 to 11.7 feet below present ground surface upon completion. Based on these water level readings, it is our opinion the ground water is at Snit Footing of Minnanotal Ina, a depth of approximately 9 to 10 feet below present ground surface. Seasonal fluctu}ation in ground water levels should be anticipated. STRUCT/URAL INFORMATION We understand the proposed building will be 1 story in height with no base- ment. We also understand a continuous bearing wall will be placed around the perimeter of this structure and six isolated column footings will be placed in the interior of the proposed building.. We' understand a continous perimeter bearing wall will transmit an approximate load of A kip per lineal foot, whereas the maximum anticipated column load is 18 kips. We understand relatively small slab loads of magnitude 175 p.s.f. or so are anti;ipated for the floor. The approximately dimensions of the proposed building are 76 by 54 feet in plan. ANALYSIS AND RECOMMENDATIONS Based on the available information, it is recommended that spread footing foundations be employed for the support of'the proposed structure. Soil conditions at the site are not uniform. For proper support of the structure, it will be necessary to remove the soft or loos'e'organic compressible soils from below the proposed building. We recommend that no footings or floor slabs be placed directly over the existing organic layers. This could result in excessive settlement since some of the fill is probably still consolidating. Some of the fill and all the organic material should be removed and replaced with a well compacted granular backfill and the footings be placed on. the well compacted backfill.. It is our opinion that some of the non-organic sand to be excavated can be stockpiled and then, be used for compacted granular backfill. Since additional granular backfill will be required, it should have no more than 8% fines (passing the number 200 sieve). The excavation will have to extend beyond the edge of the footing a distance equal to the distance from the design footing elevation to the bottom of the excavation. This is necessary to provide adequate lateral confinement to the foundation soils. Soil Tooting of Minno®ota, xns, J The recommended excavation depth would be as follows. Boring Number 1 , 2 3 i 4 Excavation Depth 4 feet 6 feet 7 feet 13.5 feet based on the foregoing, it appears that the excavation depth will vary between 4 to 13.5 feet below present ground surface, It is our opinion the excavation will have to be with a backhoe or dragline that operates above the excavation in the area of boring 4 where excavation will extend below the present ground water level. The base of the remainder of the exposed excavation above the water table should be compacted with a small manual vibratory compactor. After the bottom of the excavation has been inspected and approved, the backfill should be placed in horizontal lifts of 9 inches loose thickness and compacted with appropriate compaction equipment to at least 95% maximum Modified Proctor dry density (A.S.T.M. D -1557)• In granular backfill assiduously compacted as specified above a maximum net allowable soil bearing pressure of 1,000 p.s.f. is recommended for footings based on the approved compacted fill if the bottom of the footing is placed on a minimum thickness of 2 feet of compacted,backfill. Near the location of boring 4, the above filling scheme will have to be modified since the anticipated excavation will extend about 3 feet below present ground water level and end dumping of a 4 to 5 foot layer of fill into open water should be strictly prohibited. Rather the initial lift in the open wgter should be a pervious type gravel, ranging in size from 4 to 3 inch diameter, and preferably crushed and angular for maximum interlocking: After end dumping of this gravel into the water, the gravel, surface should ba thoroughly compacted to provide a stable mat so that granular approved fill with less than 8% fines ,nil Tonting of Minnanoer., Inc, 0 -- can be placed and compacted to 95% maximum Modified Proctor dry density above the gravel base. Thorough compaction and inspection is of particular importance in this. area in order to eliminate'migration of the fine material into the gravel fill after construction commences. All exterior footings or footings in nonheated areas should be at least 31 feet below outside finished grade for frost protection purposes, assuming that footings will be placed in clean well compacted sand with less than 8% fines. Otherwise, it is recommended that this depth be increased to 4 feet as a precautionary measure. It is further recommended that all individual column footings be a minimum of 2J feet by 2J feet in dimension and'all strip footings be at least 18 inches wide. The maximum net allowable soil bearing pressure refers to that pressure that can be exerted on the soil in excess of.that provided by the minimum surrounding overburden. Regarding'the construction of the lightly loaded exterior wall, we recommend the wall be constructed for at least a portion of its height, of poured reinforced concrete. The use of reinforced concrete as opposed to a .block wall will greatly improve the walls ability to span any minor loose or soft areas which could cause major differential settlement. We also understand the proposed floor elevation may be' raised about 2 feet above present ground surface. If this is the case,'.i;t would be desireable to place the compacted fill to this elevation and allow the fill to consolidate a period of 2 to 3 weeks before structural construction of the footings commences. The additional 2 feet of fill will serve as a surcharge, and most of the settle- ment'of the underlying pervious sands should be complete in this time.! -SLAB SUPPORT Regarding the support of the floor slab in the proposed structure, the slab Npii Tato;ing of KInnnoritnf Irigi i ., will be placed on the compacted fill material. All fill used to obtain final grade should be an approved compacted'sand material free of organic matter and debris as described earlier. The -sand should be placed in horizontal lifts not exceeding 9 inches in loose thickness and compacted'to atleast 90% of the maximum Modified Proctor dry density. This degree of compaction should only pertain if no footings,areplaced on the backfill,assuming that floor loads are less than 300 p.s.f. It would be desireable to place a 6 inch minimum thick blanket of clean granular fill containing no more than 8% fines (passing number 200 sieve), between the bottom of the floor slab and the top of the new fill. For asphalt paved parking areas, it is recommended that any organic topsoil or organic fill on the ground be removed, ranging up to a depth of 6 inches in the four borings. If it is necessary to bring the.present grade to a higher finished grade, it is recommended that a clean approved granular fill with less than 8% fines (passing number 200 sieve) be placed and compacted to at least 95% maximum Modified Proctor dry density (A.S.T.M. D-1557)• A typical flexible pavement design may consist of 5 inches coarse granular base course,.2j inches asphalt wearing surface in general parking.areas; 6 inches base course, 3 inches bituminous wearing surface in driveways and truck loading areas. Since the pavements will be placed above sand materials containing variable amounts of clay, it is a well known fact that these are frost susceptible and there will be frost heave.of the pavement if surface water is accessible to the subgrade soils . If it is desireable to minimize this frost heave, it would be necessary to undercut this material and fill to a depth of at least 2 feet. Furthermore, if the underlying organic layers are not removed, it is our opinion that the parking lot surface would settle and require periodic maintenance.• CONSTRUCTION DIFFICULTIES Serious construction difficulties are not'anticipated.if spread footing Snil Tooting of Minnanota, Inc. foundations areused for the support of the structure except as discussed above. Some sloughing of the excavation sides may occur in the deposits encountered. This condition may necessitate sloping back the excavation sides to maintain stability. All loose materials resulting from sloughing or wind blown accumulation or disturbance due to normal construction activity should be removed prior to placement of concrete for the footings. Serious problems arising from ground water infiltration are not anticipated in connection with the proposed footing foundations since the water level is,at a depth of about 2 to 3 feet below the bottom of the excavation except. in the northeast area near boring 4, and as discussed earlier. If a dewatering scheme, such as well points'or deep well is undesireable in the northeast excavation, the gravel filling scheme is recommended as discussed earlier. Otherwise any surface water that might accumulate at the bottom of the excavation could be easily removed by standard sump pit and pump procedures. When compacted fill is first placed and during excavation; itis our opinion that water may be pumped up through the existing sand fill by passage of construction equipment and make compaction specified difficult to achieve. Therefore, it is recommended that passage of construction equipment be kept to ars absolute minimum. SAFETY DURING CONSTRUCTION In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions of the job site, including safety of all persons ,and property during performance of the work. This requirement will apply continuously and will not be limited to normal working hours. 8atI Tooting of Minn anotuI Ina. The duty of the Soil Engineer to conduct construction review of the Contractor's performance is not intended to include review of the adequacy of the Contractor's safety measures, in, on or near the construction site. GENERAL It is recommended that the stripping operation and the placement of all fill be inspected by a Soil Engineer in order to ensure sufficient removal of all un- suitable materials in conformance to the -above recommendations. Analysis and recommendations submitted in this report '.are based upon available information derived from the soil borings performed at the indicated locations. Since it is possibl:e that variations in soil conditions may exist between boring locations, it is recommended that the material at the base..., of each of the foundation exca- vations be inspected by an experienced Soil Engineer in order to observe that the foundations are placed upon suitable material as anticipated in this design. If you wish, we would welcome the opportunity to perform any of the herein recommended inspection services for you during construction. In addition, we would be pleased to review any of the plans and specifications after they have been prepared for the project, so that we might have an opportunity of commenting upon the effects of the soil conditions on. the design and specifications. This report has been prepared in order to aid in the evaluation of this property and to assist the Architect and Engineer in the design of the project, based on our understanding of the basic assumptions regarding the design and utilization of the structure as outlined.therein. It is intended for use with regard to the specific project, as discussed herein and any changes in the con- ception of the project should be brought to our attention so that,we may determine how, these changes may affect our recommendations. C'!,".,&77 Ti -:AT THIS FLAN, SPECT";CA'.:QNj. I Aral A DULY UXDca il•ic LAVViS Or liic SIATC OF MINNSOTA. ,ti u ►t"cl —1111ll �(" 4'C Ni1li n r, Iim lhmrs • .. .. ma.,T.'.,mry"T'�JmgM1ltl=iRllLLa� `.-vP?^'H ^�'C• .»v. v. �A\ P .. .. �'V:.k� VQ3b'V. t]45?fp.CAB>•l'w!Ptilt,-:•EJOvliy,.4fdYLmLa y:PM`. f • - Y v Benchmark, top of fire hydrant, assumed elev. 100.0!. O 200' [::P. L. r N '204' - 76' 85' W B-3 B-4 0 Elev= 97.9' Elev = 97.7' Z w 54' Proposed 51 i w I Bulldin 9 B-1 Elev =.97.4' Elev = 97.3' � i z 9 r 'n r 1 •�E S®IL. TESTII\JG OF MINNES0TA, •� RMCIONO SOILS INVESTIGATION No. ©Ava av PROPOSED RESTAURANT FRIDLEY, MINNESOTA a for: T&M DRAWN KAH GENERAL CONST. CONSULTANTS, INC_. S`j,ie= ici W. 50, 0126 ° GHK'D MLL DATZ 2-7-73 DRAWING NO. 1 a YRAG ICD APP' D j Lao OF MOMD u 3O. !i �:�LVf11�i� ARCH ITECT-ENGiNCIER_7� f .....__ TQM General Construction Consultants,lncfi SITE 7730 University Avenue Northeast Fridley Minnesota 1 SS DESCP,,[M®N OF 14ATCRIAL PROJECT NAME d- . es a)�1Lfs _ .,. UNCONPINMO COMPRIX201VC 6TRUNGITN TONG/RT. JQ 3 A 3 I a PLAST►G WATER LIQUID LIMIT CONTENT + LIMIT/0 t- STANDARD "N" PENETRATION (DLOWS/s T.) nUr-, ACI, 6LCVATIOUV" 1 li Grayish brown mottled s dy clay., �.r_. gnave�_ C.L-F i 1 �I Brown to white fine to med.sa d, pockets of green to brown sandy clay.(SP-Fill) Moist.Med.dens --'�----'---II.L u"Wh i to to brown mottled fine to med.sand,pockets of green 3 ss to brown sandy clay,tr.gravel. _ i� (SP-Fill).Moist.Med. dense. JII SS if Green to yellowish brown sand 4___•_^II to silty clay,tr.gravel,pockets ~I 5 SS(� of brown fine to med.sand. 1— 11 (CL -Fill). Stiff to tough. jj Tan fine to med.sand,pockets 6 �SS 11I of green to black slightly org. Noose. clay,tr.gravel..(SP-Fill). III _ 7 ISS III .l 1. Loose. Wet. Gray fine to med.sand,mottled with black pockets of fine _`8 SS !I� I� sand at 13' and 14' depth, tr. _1 9 SSI { s i 1 t. (SP) . Saturated. Loose _1 fi to medium dense. J. End of Boring09t '!A'1 ER LEVEL n.C.r 10.7' AB *Black organic clayey silt, pockets of brown to white medium sand,trace roots. (OL -Fill). Broken gravel at 4' depth. Ws OR e� D SOIL TESTING OF MINNESOTA, INC. 147 WEST 78 STREET BLOOMINGTON, MINNESOTA 55420 a lib jaa o2012 =X�Aa ter 2-2:-73 FOrFP1P,:I APPROVED M L L _ W O J 4i a J N J w o a W h QC IQ IN N 1 SS DESCP,,[M®N OF 14ATCRIAL PROJECT NAME d- . es a)�1Lfs _ .,. UNCONPINMO COMPRIX201VC 6TRUNGITN TONG/RT. JQ 3 A 3 I a PLAST►G WATER LIQUID LIMIT CONTENT + LIMIT/0 t- STANDARD "N" PENETRATION (DLOWS/s T.) nUr-, ACI, 6LCVATIOUV" 1 li Grayish brown mottled s dy clay., �.r_. gnave�_ C.L-F i 1 �I Brown to white fine to med.sa d, pockets of green to brown sandy clay.(SP-Fill) Moist.Med.dens --'�----'---II.L u"Wh i to to brown mottled fine to med.sand,pockets of green 3 ss to brown sandy clay,tr.gravel. _ i� (SP-Fill).Moist.Med. dense. JII SS if Green to yellowish brown sand 4___•_^II to silty clay,tr.gravel,pockets ~I 5 SS(� of brown fine to med.sand. 1— 11 (CL -Fill). Stiff to tough. jj Tan fine to med.sand,pockets 6 �SS 11I of green to black slightly org. Noose. clay,tr.gravel..(SP-Fill). III _ 7 ISS III .l 1. Loose. Wet. Gray fine to med.sand,mottled with black pockets of fine _`8 SS !I� I� sand at 13' and 14' depth, tr. _1 9 SSI { s i 1 t. (SP) . Saturated. Loose _1 fi to medium dense. J. End of Boring09t '!A'1 ER LEVEL n.C.r 10.7' AB *Black organic clayey silt, pockets of brown to white medium sand,trace roots. (OL -Fill). Broken gravel at 4' depth. Ws OR e� D SOIL TESTING OF MINNESOTA, INC. 147 WEST 78 STREET BLOOMINGTON, MINNESOTA 55420 a lib jaa o2012 =X�Aa ter 2-2:-73 FOrFP1P,:I APPROVED M L L _ 0 SLOG OF MO R-16i."G X®. 2 Q�n/f�Ery ARCH ITCCT-ENGINEER T&M General Construction Consultants�Inc!! s'TE 7.730 University Avenue Northeast PROJECT NAME I! Fridley_ Minnesota Proposed Restaurant �! UNCONIVINUD COMPRiro m 9,MUNGTi9 TC►Nta/pi'. Y� 6.W1 F 1 2 3 4 P 1 n. v. s• ^ � DESCRIPTION OF MATERIAL � � S L N PLASTIC WATER LI0UIIJ it w T iy I, u LIMIT CONTENT 96 LIMIT °r+ C] -� r —1 R p. GTANDARD "N" PENETRATION (©LOWS/FT.) I7 GURFACC IXLEVATION--- 2y_41 10 20 YY 40Eo White mottled black and brown fine to medium sand, weakly to non cemented. j (SP -Fill). Moist. Very loose 1 SS„�s I� Frost to 2.5' depth. Tan fine to med. and to bla 2 SS� org.cla ey s I lt.(SP-OL-Fi l j1.1`_lols nose. _ 3 ISSIjlllj White to tan fine to medium Illi sand, pockets of green to --1— l- reddish brown sandy clay. 4 SS II (SP -Fill). Moist to saturate . ----,--,- 1 Loose to very loose. _0 I. !L Gray fine to medium sand, I �� thin seams of dark gray — 6 SSL slightly fibrous clayey silt at 11.5' depth, trace silt' at 14'. and 15' depth. (SP). 7 SS j� 1; Saturated. Loose. U End of Boring II- *Black organic clayey silt, pockets.of gray to white p medium sand. (OL -Fill). P Fi **Black organic clayey silt, ;I trace rootq and sand.(OL-Fill). Moist. U VVATrR LEVEL OUSEnVATIONS hy� GI.I j VI.S. OR W.D. I e^!. L. I D. C. R. I A. C.1 9.2' AB G Lpie str;a z a.ca (I DOZING STARTED L—L— j� SOIL TESTING OF MINNESOTA, DORING COMPLETED 2-2- 147 WEST 78 STREET PIG B-50 I:ORFF.IA:a BLOOMINGTON, MINNESOTA 55420 DRAY/N RAH APPROVD) MLL .Ion o 90126 silrci 1 ine s repro s en - e appror IMI a bOurlaarY -. OWNER ARCHI T ECT- ENGINCEF'li n� SITE 7730 University Avenue Northeast Fridley, Minnesota W :t z IL N^ p DESCRIPTION OF MATERIAL H W �g w a ' ">� rJy N 4 ;,!C1QlIZisAC9LLEVA'PIOPi—� 1 PROJECT NAME Proposed Restaurant uNCONRINI&D Commrsafavis zYwaiNOTW Tomn/`m A n 1 8 3, 4 ,. PLASTIC WATCR LIQUID `p LIMIT 96 CONTENT LIMIT `8 OTANDARD "N" PENETRATION (BLOWS/FT.) 10 20 z 40 > 0 fl--- [MMed - y i �LL 7 L , Rdense Light brown fine to medium sand, pockets of green to reddish brown sandy clay, trace silt, trace to some (SP -Fill). Moist. ium dense. • z3 i-- 1 --- SSgravel. Tan to white fine to medium sand, pockets of green to reddish brown silty cl ay, tr. 5gravel.(SP-Fill).Moist.Med.5 A=3 ' —` 4 SS SS to loose. Gray f.to med.sand,tr.silt,.,. thin seams of dark gray slightly fibrous silty clay at 10.5' depth...(SP). Wet to saturated. Medium dense. I� ) �; P ------,( 6 j_.._ 7 SS�+ _.�.. �SS _ � _ _ End of•Boring *Black slightly organic clayey silt, pockets of gray to brown silty sand.(OL-Fill), Medium dense. Brown fine to med.sand to silty sand, pockets of•gray sandy clay,tr.gravel. (SP-SM-Fill).Moist.Medium dense. I II i! li •'!n'A'i Iii LEVEL 049SEItV.R'PIONS ElOT{IVG STARTED 2-2-73��.'. SOtL iEST9NG OF M►�NNESOTA, t7.1.. W.S. OR W.D. .. DONING =1PLETm 2-2-73 A' 147 WEST 78 STREET `IG b -7u 1BLOOMINGTON, MINNESOTA 55420 DRAWL RAH .loc s 90126 i MLL i LOG 0' D® aiNG NO. 3 ARCHITECT -ENGINCETR T&M General Construction Consultants,lnc"i SITE 7730 University Avenue Northeast PROJECT NAME. .Fridlev. Minnesota Proposed Restaurant UNCONFINED CnUPRIXO I E fl7RrxNQ nI ?OP10irr. fl , 1 2 3 4 ®ESCFIPTI®H 0F G7ATeR1AL PLASTIC WATER LIQUID LIMIT is CONTENT LIMIT c!'o r O GTANDARD •'N" PLNETRATION (SLOWS/FT.) j 8URVACrs CLEVAr.ON—, 10 20 22 40 SO ry�ry BIp•o►"9�a�d-V—epjii,,r.grayel. - I White fine sand, weakly to non cemented,pockets of _ green to reddish brown sandy I clay. (SP -Fill). Moist.Loose. 1 SS Frost to 3' depth. Tan to light brown fine to medium sand, pockets of gree to reddish brown sandy clay, trace of gravel and silt at 3 �SS.� 10.5' depth. (SP-Fill):.Moist 1 -to wet. Medium dense to very 4 SS loose. �I^T—Blk.s1 ghtlyorg.silty s� t6 I _5_ SS grayish green f.to med.sand, tr. I ..,� 'Islay:(SP-"OL=FI1'1") :Sa�:`Med:d'et�se. Gray silty fine sand. (SM). 6 SS �,- Saturated. Medium dense. 'f ij % 1-7— �j j G -ray clayey sFi7f Saturated. Mediu dense. —�^ Gray silty clay. (CL).Tough. 8 � ss End of Boring >tiDark brown to black silty sand, trace organics and chunks of brick.(SM-OL-Fill). Moist. Loose. 4 .VA i r -R LEVEL OBSERVATIONS GOI:ING SOIL TESTING OF MINNESOTA, t'•L1..� V/.S. OR W.D. - DOnING e,I�L�M e�.c.R. m. INC. IG 147 WEST 78 STREET 10.4' cave-in AB BLOOMINGTON, MINNESOTA 55420 DP. VIN jon 0 R _1.,10 s -ratification lines represente a�proxa _�_ ._ �.a •a-., 1- nom, -n ,,, �g r,,., •mn ci A rrrr 0 -L-/ 9-9- !6 1 SHECi e Dounrlai 0 o a 4 m 0 T C .W.I N w a UNCONFINED CnUPRIXO I E fl7RrxNQ nI ?OP10irr. fl , 1 2 3 4 ®ESCFIPTI®H 0F G7ATeR1AL PLASTIC WATER LIQUID LIMIT is CONTENT LIMIT c!'o r O GTANDARD •'N" PLNETRATION (SLOWS/FT.) j 8URVACrs CLEVAr.ON—, 10 20 22 40 SO ry�ry BIp•o►"9�a�d-V—epjii,,r.grayel. - I White fine sand, weakly to non cemented,pockets of _ green to reddish brown sandy I clay. (SP -Fill). Moist.Loose. 1 SS Frost to 3' depth. Tan to light brown fine to medium sand, pockets of gree to reddish brown sandy clay, trace of gravel and silt at 3 �SS.� 10.5' depth. (SP-Fill):.Moist 1 -to wet. Medium dense to very 4 SS loose. �I^T—Blk.s1 ghtlyorg.silty s� t6 I _5_ SS grayish green f.to med.sand, tr. I ..,� 'Islay:(SP-"OL=FI1'1") :Sa�:`Med:d'et�se. Gray silty fine sand. (SM). 6 SS �,- Saturated. Medium dense. 'f ij % 1-7— �j j G -ray clayey sFi7f Saturated. Mediu dense. —�^ Gray silty clay. (CL).Tough. 8 � ss End of Boring >tiDark brown to black silty sand, trace organics and chunks of brick.(SM-OL-Fill). Moist. Loose. 4 .VA i r -R LEVEL OBSERVATIONS GOI:ING SOIL TESTING OF MINNESOTA, t'•L1..� V/.S. OR W.D. - DOnING e,I�L�M e�.c.R. m. INC. IG 147 WEST 78 STREET 10.4' cave-in AB BLOOMINGTON, MINNESOTA 55420 DP. VIN jon 0 R _1.,10 s -ratification lines represente a�proxa _�_ ._ �.a •a-., 1- nom, -n ,,, �g r,,., •mn ci A rrrr 0 -L-/ 9-9- !6 1 SHECi e Dounrlai 0 GENERAL NOTES 1950 Chicago Building Code Soil Classifications are Used Except Where Noted DRILLING & SAMPLING SYMBOLS SS : Split -Spoon –19/a' I. D., 2" ®. D., except whore noted SV s Shelby Tube – 2" O. D., except where noted PA : Power Auger Sample D B s Diamond Bit – NX: BX: Alts C S : Carbolay Bit – N)G BSts AXs CIS : Osterberg Sampl®r– 3" Shelby Tubo HS : Housel Sampler WS : Wash Sample FT : Fish Tail RB : Rock Bit WO: Wash Out Standard "N" Penetration: Blows per foot of a 140 pound hammer falling 30 inches on a B inch OD split spoon, a xcept where noted. WATER LEVEL MEASUREMENT SYMBOLS WL : Water Level WCI: Wet Cave In DCI : Dry Cave In WS : While Sampling WD : While Drilling BCR : Before Casing Removal ACR s - After Casing Removal AB s After Boring Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible in even several days observation, and additional evidence on ground) water eleva- tions must be sought. CLASSIFICATION COHESIONLESS SOILS "Trace" . 1 % to 10% "Trace to some" 10% to 20% "Some" : 20% to 35% „And" i 35% to 50% Loose : 0 to 9 Blows Medium Dense 10 to 29 Blows or or Dense 30 to 59 Blows Very Donse t is 60 Blows COHESIVE SOILS If clay content is sufficient so that clay dominates soil properties, then clay becomes the principle noun with the other major soil constituent as modifier; i.e., silty clay. Other minor soil con- stituents may be added according to classifica- tion breakdown for cohesionless soils; i.e., silty clay, trace to some sand, trace gravel. Soft 0.00 — 0.59 tons/ft Stiff s 0.60 — 0.99 tons/ft' Tough 1.00 — 1.99 tons/ft=' Very tough 2.00 -- 3.99 tons/ft2 Hard, : > 4.00 tons/fts SOIL. TESTING. OF MINNESOTA, INC. , 147 WEST 78 STREET BLOOMINGTON, MINNESOTA 55420 APPENDIX I Tentative Method fOr PENETRATION TEST AND SPLIT -BARREL SAMPLING OF SOILS' 0 ASTM Designation: D 1556 - 64 T Issuim, 1958; REVISED, 196V This Tentative Method has been approved by the sponsoring committee and accepted by the Society in accordance with established procedures, for use pending adoption as standard. Suggestions for revisions should he addressed to the Society at 1916 Race St., Philadelphia 3, Pa. Scope 1. This method describes a procedure for making soil borings with a split - barrel sampler in order to obtain repre- sentative samples of soil for identification purposes and other laboratory tests and to obtain a record of the resistance of the soil to penetration of the sampler. Apparatus 2. (a) Drilling Equipment.—Any equip- ment shall be acceptable that provides a reasonably clean hole before insertion of the sampler to insure that the penetration test is performed on undisturbed soil, and that will permit the driving of the sampler to obtain the sample and penetration rec- ord in accordance with the procedure de- scribed in Section 3. The Stiffness of the drill rod used during sampling is'believed to have a relationship to the N value obtained, especially because a light drill rod "whips" under the blows of the hammer. It is- suggested that the drill rod have a stiffness equal to or greater than the A -rod. A stiffer drill rod is sug- gested for holes deeper than 50 ft. When drilling in sand or in soft clay or other material that will not allow a hole to stay open, casing or drilling mud shall be used. If caving occurs with drilling mud, casing shall be used. The hole shall be limited in diameter to between 2; and 6 in.3 1 Under the standardization procedure of tho Society, this method is under the jurisdiction of the ASTM Committee D-18 on Soils for En- gineering Purposes. I Revision Accepted by the Society at the Annual Meeting, June, 1963. Published first as information, in the compila- tion of "Procedures for Testing Soils," April, 1958. M. J. ffvorsleva "Subsurface Exploration and Sampling of Soils for Civil Engineering Purposes," The Engineering Foundation, 346 East 47th Street, New York 17, New York. (b) Split -Barrel Sampler.—The sampler shall be constructed with the dimensions indicated in Fig. 1. The drive shoe shall be of hardened steel and shall be replaced or repaired when it becomes dented or distorted. The coupling head shall have four 1 -in. (minimum diam- eter) vent ports or shall contain a ball check valve and no ports. Substitution of a split -barrel sampler other than 2 -in. OD shall be made only with the permis- sion of the engineer in charge. If other sizes are permitted, the size shall be conspicuously noted on all penetration records. (c) Drite Weight Assembly, consisting of a 140-1b weight with a 30 -in. free fall and a driving head. Special precaution shall be taken to insure that the energy of the falling weight is not reduced by friction between the drive weight and ' the guides. For driving the casing, a heavier hammer is permitted. (d) Accessary Equipment.—Labels data sheets, sample jars, and other necessary supplies. Procedure .3. (a) Preparing Hole.—Clean out the hole to sampling elevation using what- ever equipment is preferred that will in- sure that the material to be sampled is not disturbed by the operation. In satu- rated Sands and Silts withdraw the drill hit slowly to prevent loosening of the soil around the hole. In no case shall a bottom -discharge fish- tail bit be permitted. (Side -discharge fish- tail bits are permissible.) The process of jetting through an open -tube sampler and then sampling when the desired depth is reached shall not be permitted. Take samples at every change in stratum and at intervals not greater than 5 ft (or lesg if specified). Where casing is used, it shall not be driven below the sam- pling elevation. Any loss of circula- tion in drilling fluid during advancing of hole shall be noted for recording on the log. (b) Obtaining Samples.—With the Sampler resting on the bottom of the hole, Seat the sampler 6 in, with blows from the 140-]b hammer falling 30 in. Proceed with driving the sampler until. Driving Snoe-—coucling— A o A SPIT( Sarrel-- — 4 Vents �" i"dia (min) �. . 3"(min) 6"(min) 24" (min, Open) \ore I. -A enoplinu h. -ad with it check valve :tilt ,t mitommn of wa sq. in, wanting Ht nntvule itlwve check v,thr shall he need to ingtntve wangle n4-11-1%ehrn there is %%aler in the h"Ir. NOTE 2. -Split laurel nun In, It_ in. 11) atter mn)' t+tntatt it liner. NuTF. 3.-A spnnit-type acre catcher in the driving shin• h. prmew I,— if ,tmple iv permittivl. Nims 4a 0inietw alt. A may IN, slighlh• rOiNuir 1. Fw. 1.—Standard Split-Burol Sampler Assembly. it has been driven an additional 12 in., or until 100 blows have been applied. Record the number of blows required to effect each 6 in. of penetration. The first 6 in. of drive is considered to be a seat- ing drive. The total number of blows required for the second and third 6 in. of penetration shall be termed the pene- tration resistance, X. If the sampler is driven less than 18 in. total, the pene- tration resistance shall be for the last foot of penetration (if less than 1 ft is penetrated. the logs shall state the num- ber of blows and the fraction of a foot penetrated). If specified, more than 100 blows may be used for specific types of work. Refusal shall be considered to have been reached when the rate of advance is less than 1 in. for 50 blows. (c) Removal and Labeling.—Raise the sampler to the surface and open it. Place typical sample or samples of soils from the opened split barrel into jars without ramming. Note on the jar the origin of the sample, and store the jars in suitable containers for shipment to the laboratory or the client. The jars shall have a self-sealing top or shall be sealed with wax to prevent evaporation of the soil moisture. Labels shall be affixed to the jar or notations shall be scratched on the covers (or both) bearing job designation, boring number, sample number, depth, penetration record, and length of recovery. Samples shall be pro- tected from freezing and shall not be placed in the sun. (d) Field Observations.—Record water table information on the field logs, in- cluding ground water level, elevations at which the drilling water was lost, or elevations at which water under excess pressure was encountered. Measure ground -water levels before and after pulling the casing, where used. In sands, determine the level as the cas- ing is pulled and then measure at least 30 min after the casing is pulled; in silts, at least 24 hr after the casing is pulled; in clays, no accurate Rater level determination is possible unless per- vious seams are present. However, the 24 -hr level shall be recorded for clays. When drilling mud is used and the water level is desired, casing perforated at the lower end shall i)c lowered into the hole and the hole hailed down. Determine ground -eater levels after bailing at time intervals of 30 min and 24 hr after all traces of drilling mud are removed from inside the rasing. Report 4. (,a) Data obtained in borings shall he recorded in the field and shall include the following: (1) Date of boring, (2) Reference datum, (,i) job identification, (4) poring number, (5) Drilling method, (n) Sample elevations, (i) Limits of strata, (R) Water data, (9) Soil identification, (10) Penetration records, and (11) Casing used. (b)The data thus obtained shall be prepared in final form as a soil profile to show the nature and extent of the soil strata over the area under consideration. 560-3450 ANOKA COUNTY 6431 UNIVERSITY AVENUE NE April 11, 1973 FRIDLEY, MINNESOTA 55421 Fridley Development Co. 580 North Star Center Minneapolis, Minnesota 55402 Gentlemen; Please be advised that the Fridley City Council authorized the extension of your building permits to July 1, 1973. The extension was granted to July 1, 1973 with the stipulations that you must commence construction prior to this date. Failure to start construction will constitute forfeiture of your permit and part of your - permit fee. In the event the City of Fridley is assessed any Sewer Availability Charges by the Metropolitan Sewer Board for any reason, the City will have to collect such charges from you. Therefore part of the City's granting the extension is with the understanding that you agree to pay these charges if the Metropolitan Sewer Board acts to charge the City. If you have any questions with reference to this matter, please call this officer Sincerely, O -A - DA. G. CLARK Community Development Adm. DGC /mh 560-3450 ol 5rialley ANOKA COUNTY 6431 UNIVERSITY AVENUE NE April 11, 1973 FRIDLEY, MINNESOTA 55421 T. & M. General Construction 1275 Kruse West St. Paul, Minnesota 55118 Gentlemen: Please be advised that the Fridley City Council authorized the extension of your building permits to July 1, 1973. The extension was granted to July 1, 1973 with the stipulations that you must. commence construction prior to this date. Failure to start construction will constitute forfeiture of your permit and part :of your permit fee. In the event the City of Fridley is assessed any Sewer Availability Charges by the Metropolitan Sewer Board for any reason, the City will have to collect such charges from you. Therefore part of the City's granting the extension is with the understanding that you agree to pay these charges if the Metropolitan Sewer Board acts to charge the City. If you have -any questions with reference to this matter, please call this office. Sincerely, DARP-XL G. CLARK Community Development Adm. DGC /mh i M,NNE5 64p COUNTY OF ANOItR Comprehensive Health Department COURTHOUSE ANOKA, MINNESOTA 55303 612-421-4760 HUMAN RESOURCES OFFICE SENIOR TRANSPORTATION SERVICE ENVIRONMENTAL HEALTH Town rier Steak, Cake and Seafood c o Mr. Bob Laing 2835 Nicollet Avenue Minneapolis, Minnesota 55408 Dear Mr. Laing: PUBLIC HEALTH NURSING SERVICE DAYTIME ACTIVITY CENTER 6633 ARTHUR ST. N.E. FRIDLEY, MINN. 55432 571-0790 May 9, 1979 Reference is made to the plans and specifications recently submitted by you, and our discussion of May 3, 1979 regarding the proposed remodeling for the Town Crier Restaurant in the City of Fridley. Our review of these plans indicate the follow- ing additional information and/or changes are necessary: 1. All new food service equipment must comply with the appropriate standards. of the National Sanitation Foundation. Additional information (manufac- turer's name and model numbez)must be provided on all new food service equipment.. 2. All new equipment must be installed on approved legs or castors; equip- ment, including cabinetry, must not be installed with enclosed bases. 3. Hoses, electrical conduits, plumbing and drain lines underneath the new equipment must be so installed as to be up off the floor to facilitate housekeeping activities. 4. All annular openings around pipes and other conduits where they pass through the walls and floors must be sealed (caulked). Based on our discussion of May 3, 1979, it is my understanding that the following will apply: 1. The wall finish in the dish area will be changed to be ceramic tile throughout. 2. The floor finish in the pantry and salad bar area will be changed to be quarry tile with coved quarry base tile. 3. The condensate line from the salad bar will drain to floor drain in the pantry area. Affirmative Action / Equal Opportunity Employer -4 1 r -2- 4. A new "vinyl rock" ceiling will be installed in the kitchen. 5. Adequate adhesive must be applied to the stainless steel wall finish behind the cooking equipment to prevent any gaps from occurring. 6. The dish machine will be replaced with a chemical -type dish washing machine. The following items will apply to the installation of the dish machine: a. The dish machine final rinse line must be provided with a pressure gauge installed in a easily readable location between the pressure reducing valve and the machine manifold. The petcock shut-off valve must be installed between the pressure gauge and the final rinse line, b. The dish machine must be directly connected to the waste piping system and a floor drain, without a backwater check valve provided, which is connected to the waste piping system between the dishwasher connection and the other connection to the waste piping system. C. Since low temperature dish machines are new products, we are hesitant to approve installation without having had some experience with the unit We will, however, permit the installation of this equipment with the following conditions: 1) provide adequate clean dish table; 2). a satis- factory warning device must be provided on the sanitizer system; 31 a test kit must be provided and maintained at the restaurant for use of the oper- ator for periodic evaluation of the sanitizer concentraion; 4) the con- tinued use of the machine will be subject to satisfactory field evaluations of its performance. The foregoing additional information and/or changes should be provided as soon as possible so that our review of this project can be completed without causing any, needless delays to your construction or equipment installation schedules. If you have any questions concerning this matter, or if I might be of any service to you, please feel free to call on me. Yours very truly, S,3, Caren A, Casale Public Health Sanitarian KAC:ck CC: Building Inspector