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Home My WebLink About1988-10-05 Soil Compaction Test ReportAs authorized by you on September 15, 1988, we have completed an excavation observation and performed compaction testing at the above referenced site. The observation was performed on September 15, 1988, by a certified engineering technician. The compaction tests were performed in fill soils placed on September 15 and 16, 1988. BACKGROUND A proposed single-family home is planned for this lot. From a site plan prepared by Sathre-Berquist, Inc., it was indi- cated that the garage slab will be placed at an elevation of 1024+. The lowest floor will be placed at an elevation of 1012+. The east 50+ feet of the home will be at the pro- posed walk -out elevation of 1012+. The remainder of the house and the garage will have a slab -on -grade elevation of approximately 1024+. C7 I Ouer�ry Semce. S,nce 1957 F-RAUR' COEOTECNSUL �>rla INEERING TESTING �M NICALING AND MATT GEOTECHNICAL AND MATERIALS No St Oo ROOY b Wd'"610 m axnt+a SI Peal P.O. Box 35108 Mpls., MN 55435 AFTWTE10Nnc (612) 941-5600 MOM Moho 9 'k FAX /941-4151 warlwn MEW October 5, 1988 Ulm a.�ew Cm mG4w PE P&4" AM— E Landform, Inc. a..aala,a,PE Ebp„ v Bo�q.+I P.0 Attn: Mr. Al Musech °E 80 West 78th Street_ e",""a',�°„"r� wmuW� nrE Chanhassen, MN 55317 IMmxa Bw P 14h,e14 Hte, PE , °f", RE: 88-609 EXCAVATION OBSERVATION WA Ia ��FPF AND COMPACTION TESTING Proposed Home wEunE�tora�E i 4165 Bay Side Road unwnan K l�nn P,.,nrM Orono, Minnesota 1 I�tMnbeet k Dear Mr. Musech: As authorized by you on September 15, 1988, we have completed an excavation observation and performed compaction testing at the above referenced site. The observation was performed on September 15, 1988, by a certified engineering technician. The compaction tests were performed in fill soils placed on September 15 and 16, 1988. BACKGROUND A proposed single-family home is planned for this lot. From a site plan prepared by Sathre-Berquist, Inc., it was indi- cated that the garage slab will be placed at an elevation of 1024+. The lowest floor will be placed at an elevation of 1012+. The east 50+ feet of the home will be at the pro- posed walk -out elevation of 1012+. The remainder of the house and the garage will have a slab -on -grade elevation of approximately 1024+. C7 I 88-609 _2_ Dctnber 5, 1989 Landform, Inc. After the excavation tractor excavated the level 7•++rr of the proposed home, a. Ori in the elevations .».s found. The excavation was apt x u,, -el y 3 feet lower t~r,ximatelye3 on the plan. This r iced proposed eme lan eleof vation. feet of soil to reatt the proposed p EXCAVATION OBSEF.VATIO. ;,t the time of the ervation, a bulldozer had removed soils in the area of nroposed lower tnatelye 2 to home. On the south side of ]come, app in soil had beenremoved. Nextto therom the lower mmon evelwrequiredratcut the slab -on -grade area of approximately 10 fee.. y 2 to 3 feet larger than the The excavation was apprcc etel prosouth of posed area of the i0�e. The excavation limits were locatedfromsoutheast an offset . building c,r er that Was set 15 feet the e of the The was at bottom Of eThisa elevation txcavtion at hewasmdeterminedb with observation excavation contractor's survey instrument and level d The bench mark used was the stake at the northwest garage corner. An assumed elevation of 1024.5 was assigned to this location. d in ils be ace and uniformly recommended backfill We c the mpactedwith aovibr torylcompactor.hin lifts COMPACTION TESTING Three compaction tests were taken on September 15, 1988. the The testsnot meet id requirementdof 95% f standards Proctord density. compaction mended the area be recompacted and retested. to bly The techniciAn wpv-, re rested Theearchitecton siteawfoot. Thin ai5 on xsiteeat 9:30 a.m. cn a u:•s indicated that the floor grade in the that time. t. vat oflowered 1 u1 foot ofufillethat was placed on September 15. remo- a after th rT.11ac. technician was moval of the 1 footeofesoil,tan3 he areao retest ewas erecompactede Awk r 88-609 Landform, inc. October 5, 1988 the afternoon of September 16. Retests were taken reviously taken Because two of these faction tests were Ps at approxima- at elevation 1014 and a new^floor one retest were `aken at tely 1013, two additio ,,tion tests met or exceeded the elevation 1013. These c' P irements of 95% of standard Specified minimum comp -is, requ Proctor density. Soils placed at a minima ` 95*~ of standard Proctor proosior- ara suitable for support c typical spreadCessure9 of 2,000 tinned to exert a maximi :oil bearing p pounds per square foot. CONC 'IONS Based on our excavation -beervation and compaction test result, iis Oured in the bottoms of tthe excavoatioh cdatthe ®fill l so lserplac d are suitable for support of t proposed footing and/or foun- dation loads. GENERAL REMARKS It should be noted that standard penetration test borings with power equipmentthe were soils takento were visible the soiland sthe at depth. Howeverr,, results of the hand auger probes indicate soils at that depth issvery detrimental settlement due to p small and we, thus, recommend that it be assumed by the owner. The cost for taking arranted borings to better define that risk does not app Services performed by the geotechnical engineers for this project have been conducted in a manner consistent with that level members of ordinarily currently practicing in exercised thisdare theca. This is our professional responsibility. No warranty, expressed or implied, is made. r I ■1 L ,J I REPORT OF FIELD COMPACTION TESTS i ■IIIMFEOTa-Minneapolis. Mlohmg SI cloud Rochester sl Paul a.rrly tu: P.O. Box 35108 Minneapolis, MN 55435 Client: Landform Inc. Attn: Mr. Al Musech 80 M. 78th St. Chanhassen, MN 65317 emon" Ouenry Serraoa 9rrce t957 ENGINEERING TESTING uw t>AtK September 20, 1988 Date: t Project a: 88-609 Report a: 1 Project Description: Exc. Obs 8 Cts. Single Family Dwell. 4165 Bayside Rd. Orono, MN TMl Not I D ogv.r.m Mp1tW.IPCF) w. Lae Dry D..wry M Pu - %U-Nre In Fyt. D$v D—slyG+lvI.ulM IecFl1 42'N, 14111 of SE building P-1 SC 16.5 112.8 I1.7 94.1 83542 1014 3 P-1 SC 16.5 112.8 11.9 100.9 8954 95 1-B' 3 9/15/88 P-1 Sc 16.5 112.8 11.3 106.3 94 95 I 1-8" 4 9/16/88 P-1 Sc 16.5 112.8 9.1 115.9 102 95 1-A 5 9/16/88 P-1 Sc 16.5 112.8 8.8 110.1 9754 95 1-A IA 9/16/88 P-1 Sc 16.5 112.8 11.5 110.8 9B 95 1-A nuclear Method ASTM: 02922-81 —1L Standard Proctor ASTM D698-78 _X Sand Cone Melhod ASTM: D1556-82 Modified Proctor ASTM D1557-78 Bench Mark: Basement grade 1013 leu No ,EST LOCatION E1 -1— I 42'N, 14111 of SE building corner 1013 2 21% 141W of SE building corner 1014 3 21'N, 37'W of SE building corner 1014 4 25'N, 201W of SE building corner 1013 5 25'N, 38'W of SE building corner 1013 IA RETEST 1013 n were removed. wa w re o e eva on1J Solis ror tests z and 3 1. Fill A. Test Results Comply With Specifications. Respectfully Submd:ed. 2. B. Test Resulls Do Not Comply With Specifications. Braun Engineering Testing Inc. NOTES: % n / /� cc: lT" A Ronald R. Urbach C:88609-1/ijm Certified Engineering Technician L Mr. Jame:: Alt May 19, 1988 Page 2 The measured percolation rates are consistent with the texture of the soil materials in which the percolation tests were run. Septic system drainfields require at least three (3.0) feet eleva- tion difference between the bottom of the filter rock and ground water or indication of periodic soil satura':ion such as soil mott- ling to perform properly. To meet this requirement, a mound septic system is recommended for soil conditions on this lot. The mound is designed to serve a four bedroom house with a whirl- pool bath. Design sewage flow is 600 gallons per day for the house. A sewage flow of 75 gallons per day is added for the whirlpool bath. Total design -ewage flow is 675 square feet. With a design infiltration rate of 1.2 gallons effluent per square foot per day, the required rock bed area of the mound is 562.5 square feet. 675 gal/day - 1.2 gal/ft 2/day - 562.5 ft A rock bed 10.0 feet wide by 56.0 feet long provides the needed area. A minimum of one (1.01) foot of medium sand should be con- structed below the rock bed of the mound. The pressure distribution system of the mound consists of Schedule 40 PVC plastic pipe. The supply pipe should slope back towards the Pumping chamber so that it drains after the mourd is dosed. The laterals are 1.5 inch inside diameter pipes. The laterals should have 1/4 inch diameter holes drilled at a spacing of 7.0 feet. The laterals should be assembled to the manifold so that the holes point downwards into the rock bed. The C stal ends of the laterals should be drilled horizontally in the end cap near the crown of the pipe to facilitate air venting. A submersible effluent pump capable of delivering at least 42 gallons per minute against a total dynamic head of at least 22.7 feet should be selected. Headlosses are calculated as follows: 1. Vertical headloss of 12.2 feet between pump di.:harge (approx. elev. 87.0) and manifold (approx. elev. 99.2) 2. Friction loss of 4.1 feet in 14C feet of supply pipe (2.9 feet per 100 feet 2.0 inch inch I.D. plastic pipe at 42 gpm flow), 3. Friction loss of 1.0 feet in piee fittings equal to 25 percent of friction loss in supply pipe. 4. Five feet (5.01) to account for losses in distribution network. L J 1 J ,1 {{� Mr. James Alt May 19, 1988 J Page Three I I If as -built elevations are different from those above, headloss should be recalculated to ensure proper pump selection. The pump should be rigged with mercury float switches to dose about 170 gallons of effluent to the mound. An additional mercury float switch should be installed on a separate circuit to an alarm device to warn of pump failure. The mercury switches should be rigged to allow 675 gallons reserve capacity :n the pumping chamber. All electrical connections should be watertight. The two septic tanks should have at least 1,000 gallons capacity each. The pumping chamber should have at least 1,000 gallons capacity. It is recommended that a water meter be installed to monitor water use. The meter should be hooked to the water system such that exterior sillcocks are excluded. The water meter should be read periodically to ensure that the design capacity of the septic j system is not exceeded. 1 It is highly recommende2 that the installer of this septic system 1 holds an Individual Sewage Treatment Systems Certificate for installation issued by zhe Minnesota Pollution Control Agency. The sole purpose of soils data costa'-ned herein is evaluation of soil suitability for on-site absorc=ion cf septic tank effluent at the test site. Although soil text_re and horizonation information and groundwater elevation data may 'e helpful for the setting of basement elevations at this site, we cannot warrant any such inter- pretations or use of this data for ether purposes. If you have any questions about infcrzaticn contained in this report, please feel free to contact me. Sincerely, HAKANSON ANDERSON ASSOCIATES, INC. , < �_/" . (. nom« I Gary J. hbun, Soil Scientist /ckl Enclosures i File: 1788.01 r7 LUL OF SOIL BORIN-:S PRWECT; Alt Site Evaluation FILE No. 1788.01 BRING PIETHOD; 4" Flight Auger DATE; 5/18/88 Borehole 01 Borehole hZ Q 'H - 96.1 DEPTH (fee C) 0.0 - 96 4 Dark bran, silt loam (feet)O• 1. 1. Grayish brown silt loam 1.5 I Brown silty clay loam 2.0 Grayish brown sandy clay, 2. few yellowish brown d gray ctles 2. Grayish brown sandy clay. many yellowish brown 6 gray mottles 5. Grayish brown silty medium to coarse sand 6. Grayish brown silty clay, many yellowish brown 6 Gray mottles 7. END OF BORING Ground water not encountered WifcANSOI NUM ASSOCIATES. INC. • M 0 Dark brmn silt loam 0 Dari: grayish brown silt i lQam Brown silty clay loam 0 — Brown clay loam, few yellowi brown 6 gray mottles 0 Grayish brown sandy clay, many yellowish brown 6 gray mottles Grayish brown silty clay, many yellowish brown 6 Fray outtles END OF BCPTNG Ground water not encountered BY ,— __ I J �M. -01 UM OF SOIL BORI L PROJECT: Alt Site Evaluation FILE NO, 1788.01 BORING PtTHOD; 4" Flight Auger DATE: 5/18/88 Borehole it Borehole F1 !CPTH ELFVATION - 96.1 DEPTH 0.0 Dark brovu silt loam (feet)0- 1.0 1. 1. Grayish brown silt loam Brown silty clay loam 2.0 Grayish brawn sandy clI .. few yellowish brown 6 tales 1. Grayish brown sandy cl many yellowish brown 6 mottles 5. ..f Grayish brown silty medlunr. to coarse sanu 6. _ Crayish brown silty clay, many yellowish brown 6 Gray mottles 1. END OF BORING Ground water not encountered WWINSON A EEWI ASSOCIATES, INC. W 0 Dark brown silt loam 0 - Dark grayish brown silt Brown silty clay loam 0 Brown clay loam, few yellowl brown 6 gray mottles Grayish brown sandy clay, many yellowish brown 6 gray mottles Grayish bro-:n silty clay, many yellwish brown 6 gray muttles END OF BORING Ground water not encountered 1 -- --- _._.ft I �j r- 1 LOGS OF SOIL 0"i"- PROJECT: nn"i"-PROJECT: Alt site evaluation 1788.01 BORING METHOD: 4" Flight Auger 5/18/88 3 d Barehole 05 Borehole V6 DEPTH - 98.0 DEPTH FIFVATIoN - 96.4 (feet) 0.0 1. 2.0 3. Dark brown silt loam Grayish brown silt loam to silty clay loam Grayish brown silty clay loam, few yellowish brown and gray mottles Grayish brain sandy clay, many yellowish brown 6 gray mottles END OF BORI�NG Ground water not encounterea HAKAIISON AICERSUI ASSOCIATES. INC. (fee,'-.: FEND OF BORING I c__nd water not encountered i -J