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HomeMy WebLinkAbout1993-06-24 Septic System Design Reportt SSOCIA TES ENGINEERS & LAND SURVEYORS, INC. June 24, 1993 Revised 7n193 Cheyenne Builders 7186 32nd Street S.E. Buffalo, MN 55313 RE: Sewage Treatment System Site Evaluation Report Hennepin County, Minnesota Job No. 93320 - Lot 6, Block 1, RINGERSWOOD, Hennepin County, Minnesota. Dear Sirs: The following is a design for a septic system for a 5 bedroom house on the above referenced lot using a mound system. However, no construction should begin before these plans are approved by the the City of Orono. If you have any questions, please call me. Sincerely, Otto Associates Engineers and Land Surveyors, Inc. GGGI.Uzi'it �//o Edward J. Otto, A.S. MPCA License No. 964 9 WEST DIVISION STREET - BUFFALO, MINN. 55313 - (612) 682-4727 K SITE EVALUATION REPORT For Cheyenne Builders Sewage Treatment System General Information This design is for a Type 1, 5 bedroom home and in accordance with the Minnesota Pollution Control Agency Standards and local ordinances. A seasonally high water table was evidenced at 18 inches of depth in Soil Borings 3, 4, 5 & 6. The slope is about 4%. The soils at a depth of 12 in Test Holes 5 thru 7 have a percolation rate of 34 minutes per inch. All neighboring wells are located more than 100' away from the proposed treatment area. NOTES: Keep all heavy equipment off the proposed treatment area before and after construction as much as possible. The treatment area should be marked off before construction. With proper installation and maintenance this system should have no problem in treating septic effluent effectively. It is recommended that the septic tanks be pumped every 2 years. MOUND SYSTEM: Flow: 5 bedroom = 150 gallon/day/bedroom 150 x 5 = 750 gallons per day. 750 GPD x 1.00 = 750 square feet. 10-foot wide rock bed 75 feet long = 750 square feet CONSTRUCTION EQUIPMENT: A rubber -tired tractor may be used for plowing or disking to prepare the soil surface but in no case shall a rubber -tired tractor be used after the surface preparation is completed. A crawler or tract -type tractor shall be used for mound construction. SOIL SURFACE PREPARATION: The discharge pipe from the pump to the mound area shall be installed prior to soil surface preparation. The trench excavated to install the discharge pipe shall be carefully backfilled and compacted to prevent seepage of effluent. PAGE 2 R The total area selected for the mound, including that under the dikes, shall be roughened in order to thoroughly break up any existing sod layers and to provide a suitable transition zone between the original soil and sand layer of the mound. The area shall be roughened only when the moisture content of the soil 8 inches below the surface is drier than the plastic limit. Surface preparation or roughening may be performed with a mold board plow, a disk plow, or a back hoe using only the teeth. Mold board plow furrows shall be at least 8 inches deep, shall be thrown up slope and shall run perpendicular to the slope. There shall be no dead furrow under the mound. Disking may be used for surface preparation as a substitute for mold board plowing in soils having percolation rates faster than 15 minutes per inch (sandy loam) in the top 8—inch depth. Back hoe teeth may be used to roughen the soil surface and break up the sod layer. Cai,. .,,ust be taken so as not to compact or puddle deeper soil layers. In no case shall any surface soil be excavated and removed from the area. Mound Construction shall proceed immediately after surface preparation is completed. Every effort should be taken to prevent rain from falling on the prepared soil surface. CONSTRUCTION MATERIALS AND PROCEDURES; DISTRIBUTION OF EFFLUENT: A minimum of 12" of soil defined as sand shall be placed where the filter material is to be located. A crawler tractor with a blade or bucket shall be used to move the sand into place. At least 6 inches of sand shall be kept under the tracks to minimize compacting of the plowed layer. The sand layer upon which the filter material is placed shall be level. Sand is defined as a soil texture -omposed by weight of a least 25 percent of very coarse, and nr Jium sand varying in size from 2.0 to 0.25 mm, less than 50 percent of fine or very fine sand ran-;ng in size between 0.25 and 0.05 mm, and no more that 10 percent of particles smaller that f..j5 mm. A minimum depth of 9 inche if filter material (rock) shall be placed on the sand layer prior to installing the distribution pipe. Filter material is defined as clean rock, crushed igneous rock or similar insoluble, durable and decay —resistant material free from dust, sand, silt or clay. Tbc size shall range from 3/4 inch diameter to 2 1/2 inch diameter. PAGE 3 PRESSURE DISTRIBUTION: Effluent shall be distributed over the filter material by three 2 inch diameter perforated pipes under pressure 73 feet long. Perforation holes shall be 7/32 inch diameter drilled in a straight line along the length of the pipe. Hole spacing shall be 36 inch-.:, with 25 perforation per lateral. Holes shall be drilled straight into the pipe and not at an angle. A sharp drill shall be used and any burrs in the inside of the pipe shall be removed. The perforated pipe laterals shall be installed level with the perforations downward. The perforated pipe laterals shall be connected to a 2-inch diameter manifold pipe and shall have their ends capped. The laterals shall be spaced 40 inches on center and at 20 inches from the edge of the filter material. The manifold pipe shall be connected to the supply pipe from the pump. The manifold shall be sloped toward the supply pipe from the pipe. Straw marsh hay to an un-compacted depth of 3 to 4 inches shall be placed over the filter material. A layer of untreated building paper (red rosin) shall be placed over the hay or straw. Geo-Textile material if approved by the City Building Inspector may also be used. Construction vehicles shall not be allowed on the filter material until backfill is placed. Sandy loam soil shall be placed on the filter material to. :pth of 12 inches in the center of the mound and to a depth of 6 inches at the sides. Six inches of topsoil shall be placed on the fill material over the entire area of the mound. A grass cover shall be established over the entire area of the mound. No shrubs shall be planted on the top of the mound. Shrubs may be placed at the foot and side slopes of the mound. The side slopes of the mound will be 5 feet horizontal to 1 foot vertical (5:1). This gentle slope will allow easy mowing of the grass cover. The soil material at the toc of the dike shoeld be slightly less permeable or somewhat tighter than the natural soil below the mound. This can be accomplished by selecting a finer soil or by compaction. Whenever mounds are located on slopes, a diversion shall be constructed immediately up slope from the mound to intercept and divert runoff. PAGE 4 PUMP AND COLLECTION TANK: A pump shall be used to deliver effluent to the mound. The hump shall be cast iron or bronze fitted with stainless steel screws or constructed of other sound, durable and corrosion resistw'! aterials. The pump installed will need to deliver 42 gallons per minute with a head of at least 31 feet. An alarm device shall be installed to warn of ;.)ump failure. Install the pump control and a Meyers, Model D.L.V. Audio Visual, Lo-Voltage alarm system or approved equal ir, a conspicuous glace at the direction of the owner. Dosing Volume = 25% of 750 g.p.d. 187.5 gallon. ANFIELD F OCK REQUIRED: ! d on 1 inches of rock, 28 cubic y.uds of rock would be required. Sr.ND REQUIRED: Approximately 219 cubic yards of clean sand for under mound is needed. DIKE WIDTH & LENGTH: SEE E-5 BASAL SIZE OF MOUND: SEE E-19 NOTES: A. Please sec site; plan layout. B. Typical sections for construction follow. C-7 E-3&4 E-6 E-12 F-7 PAGE jr VERT' SAL SIDEWALL SEPTIC TANK FINISHED GRADE AT LEAST16'AT ,LEAST I 4" DIA. TO I SOIL 4 DIA. MIN FAT LEAST I" AT LEAST I" Md.- j A -AT LEAST 3" DWENWNS FOR TANKS WITH VERTICAL SIDES %..NTH W 24" MINIMUM _ LENGTH L 2 TO 3 TIMES THE WIDTH DIAMETER 60" MINIMUM DEPTH, D 30" MINIMUM; 78" MAXIMUM A 0.2 D 8 6" MINIMUM; 0.2 D MAXIMUM C 10.4 D AT LEAST NOTES: 1 . SANITARY TEES AT LEAST 4 INCITES IN DIAMETER 2. THERE SHALL BE ONE OR MORE MANHOLT - 7' _AST DIMENSION AND LOCP "!THIN I OF ALL TANK WALLS. 3. AN INSPECTION PIPE OF A) NCHES DIAMETER OR A MANHOLE S- . ;OCATED OVER BOTH THE INLET AND OU ,. LE1 DEVICES. THE CENTER LINE OF THE INSPECTION PIPES SHALL BE THE SAME AS THE CENTER LINE OF THE BAFFLE OPENINGS OR SANITARY TEES. 4 FEET A THIRD INSPECTION PIPE MUST BE LOCATED BETWEEN THE INLET AND OUTLET BAFFLES. 4. MANH01 E COVERS SHALL BE LOCATED WITHIN 12 INCHES BUT NO CLOSER THAN 6 !NCHES BELOW FINISHED GRADE AND COVERED WITH AT LEAST 6 INCHES OF EARTH. SEPARATION DISTANCE BETWEEN END OF INLET PIPE AND NEAREST POINT ON BAFFLE SHALL BE NO LESS THAN 6 INCHES OR NO MORE THAN 12 INCHES. F. FOR HORIZONTAL CYLINDRICAL TANKS DIMENSION A IS 0.151) AND DIMENSION C IS 0.35D. �d PERFORATED LATERALS SANDY LOAM SOIL 4v LAYER OF rAr Wril _ixll FABRIC OR 4 INCHES OF yiX HU COVERED BY I L B DING PAPER PIPE ROM PUMP--- 4L 3/1 2 CL?AN WOCK ' •'• %'' • // DIVERSION FOR 60 TOP SURFACE WATER AV 900 ox, SL S CLEAN p ND FILD L SO 61 L AYER 01( EN Up BA-NATUR ,- `.. BIER AL LAYER E-4 LAYER OF GEOTEXTILE FABRIC GRASS COVER CLEAN SAND FILL. — MAXIMUM SLOPE 3 TO I LOAMY SAND CAP PERFORATED LATERAL L_ CLEAN RC TOPSOIL PLOWED OR 3/4 TO 21/2 I SUBSOIL -" DISKED SURFACE CROSS SECTION A - A 6 INCHES TOPSOIL PIPE FROM PUMPING CHAMBER Y —PERFORATED I -LATERALS i BED AREA I ;, - - Z Zo ' ( - _ �I' ' INCHES I �-'i-� INCHES _ DIKE I • IOMAX� DIKE TOTAL WIDTH PLAN VI EW LAYOUT OF PERFORATED PIPE LATERALS FOR PRESSURE DISTRIBUTION IN MOUND PERFORATED PLASTIC PIPE PERFORATIONS SPACED 360 END ON CENTER. PERFORATION VIEW SIZE 1./4" PERFORATIONS ON BOTTOM OF PLASTIC PIPE END CAP 101, v\ `EN�rH \ PERT pRATI pN Is��4 tMANIFOLD PIPE P GIIV6 LAtERAL `fir pRAT ED OF F (ALTERNATE LOCATION OF PIPE FROM PUMP) 2" PIPE FROM PUMPING CHAMBER WATER TIGHT a LOCKABLE ELECTRIC BOX PLUGS OR ELECTRIC CONNECTIONS 2" PVC CONDUIT SCHEDULE 80 -�- MANHOLE COVER CHAINED a LOCKED 6"SPACE SEALED MANHOLE RINGS UNION SEALED TANK -COVER PLASTIC ROPE OR CHAIN WITH ANCHOR ALARM FLOAT ON SEPARATE ELECTRICAL CIRCUIT 31- _5_HU_T__ 4ff-L_EvEL.-4 PUMP CONTROL FLOAT- . nnn \f REDWOOD, CEDAR OR TREATED POST (4 x 4 min) ALL ELECTRIC CONNECTIONS MADE INSIDE BOX LOOP OF POWER CORD FOR SETTLEMENT AT LEAST 12" BELOW GRADE � WIRE FROM POWER SUPPLY PIPE IS LAID ON A UNIFORM SLOPE FROM ru �1AP STATION UP TO SOIL TREATMENT AREA Op PROPER DRAINBACK IF PIPE AT TANK MUST BE LOWER THAN UNION TO GET ELEVATION FOR DRAINBACK, A 1/4 INCH WEEP HOLE MUST BE USED WEEP HOLE NOTES- ELECTRICAL WIRE FROM POWER SUPPLY MUST NOT RUN OVER ANY TANKS BUT MUST BE LAID BESIDE OTHER TANKS AND MUST BE PLACED IN CONDUIT, ALONG POST ELECTRICAL CORDS FROM PUMP AND FLOATS MUST BE RUN THROUGH CONDUIT. WIRES CANNOT HAVE GROUND CONTACT. MOUND DESIGN WORKSHEET (For Flows up to 1200 gpd) A. FLOW Estimated gpd (see pages D-7 or I-3, 4, 5) or measured gpd x 1.5 = B. SEPTIC TANK LIQUID VOLUMES 22 S, C gallons (see pages C-3 or C-5) C. SOILS (refer to site evaluation) 1. Depth to restricting layer = 8 inches 2. Depth of percolation tests = 1 2 inches 3. Percolation rate mpi 4. Land slope D. ROCK LAYER DIMENSIONS 1. Multiply flow rate by 1.00 to obtain required area of rock layer: Daily Flow x i . oo = �150 gpd x1.00sq. ft./gpdsq. ft. 2. Select width of rock layer (10 feet or less) = ID ft, 3. Length of rock layer = Area + Width = .-7c-,e5!> sq. ft. + 10 ft._ I � ft. E. ROCK VOLUME 1. Multiplk area by rock depth to get cubic feet of rock, Tsq. ft. x I ft. _ �O cu. ft. 2.. Divide cu. ft. by 27 cu. ft./cu. yd. to get cubic yards; J L cu. ft. + 27 = 23 cu. yd. 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 2 -'-) cu. yd. x 1.4 ton/ cu. yd. _ Z� tons. F. ADSORPTION WIDTH 1. Percolation rate in top 12 inches of soil is 74 mpi 2. Select allowable soil loading rate from table on page E-; n, gpd/ft2 3. Calculate adsorption width ratio by dividing rock layer loading rate of 1.20 gpd/ft' by dllowable soil loading rate; 1.20 gpd/ft'+,2 gpd/ft2- 24D Check. ►' slue on gage E-16. 4. Multiply adsorption th ratio by rock layer width to get required adsorption width; 2.4 x/ 0 ft = _ft Emmawd Seance Amn w a.w., pa day cmd> Pimmbw or 7) pe 1 7ypc if 7) pe In 7jp Bedroms 1 V 2 300 22$ 180 3 .S: 300 218 • 600 375 236 f an S 730 430 294 ;.. 6 900 323 332 y� �,an L 7 1050 600 370 II to 1200 673 408 .err Sop4k T"h CapcWe% in pd . Iurra�i+br = dt*ra1 2 r i.r 730 1123 3 r a 100D 13M 4.6 t3w n50 xW 3000 F• a_ 1'V !•/•I•I•/•/•I•/•I•!•I•I•/•I•! S10 (t f-- Lensttl Abiorptbn Width SIzing Table RM i 1WMu_ pr IeW pm) Sad Teatwe C4110a PW dar Der r1ere root Awe or A Ww �� a LM110�►ek yw paw►11M 0.1 Carr Sand 0.105 sand 1.20 1.00 0.1 r S " I- Seed •• 0.60 LW 61e 13 Seelytaew tare 0.79 I S2 161030 0.dD 2m 31 a a3 sot La 0.30 I.40 46 b do tare OAS 267 60 a 120 0.26 SAID ' 120'•• G. , DOWNSLOPE DIKE WIDTH 1. -If landslope is 3% or more, subtract rock layer width from adsorption width to obtain minimum downslope dike toe for absorption: 2 4 ft - 1 O ft = (dr feet 2. Calculate minimum mound size based on geometery: a. Determine depth of clean sand fill at upslope edge of rock layer: Separationfeet b. Multiply rock layer width by landslope to determine drop in elevation; Slope Difference �.... /a x 4 % + 100 = egC feet � -- c. Add depth of clean sand depth of dean sand for ""` — •... �•-- separation at upslope edge (2a) to depth of rock layer to rock depth and the depth of cover to find the total mound =k" _. height at upslope edge of rock layer; i ift+ 1ft+lft=_feet d. Enter table on page bottom with landslope and upslope dike ratio. Select dike multiplier of -Z75 CA75), to = 12 14,- e. Multiply dike multiplier by upslope mound height ' 3s"95"1v to get upslope dike width: 2,15 x 3.� = L� feet Z =t 3 f. Add the depth of slope difference (2b) to the upslope 7'9'` `Sx/4 = z 'IT height to get the downslope height 3'Zk lox:70 35 + _feet - l02 -r7, 29 g. Enter table on page bottom with landslope and downslope dike ratio. Select dike multiplier of 3-3a h. Multiply dike multiplier by downslope mound height to get downslope dike width: 2L3 x feet i. Compare the values of step G.1 and Step G.2.h. Select the greater of the two values as the downslope dike width; feet j. Total mound width is the sum of upslope dike sa`wa;'''''' uroii&wiaw' width plus rock layer width plus downslope ` dike width; ft + � ft + � ft = LL� feet vP.1�. o1i vl . `` ia�;; • ',`'... ••`: ' ' :: :.U• • • •': a Wwth vim% k. Total mound length is the sum of upslope dike width plus rock layer length plus P Y S °o»"'�'p' "'1dt� upslope dike width; ft + - ft + 0) ft = �,� feet Tw.rtAngd% kl &I uownslope &I k1 7.1 T.1 4:1 Upsio0c k1 hl k: 0 34 LO SA l0 74 2A LO U LO 7.0 LD I 3A 4U7 LA 43/ 79 2JI 2A &n SA/ Ssa 7.61 2 3.19 4x SS/ La L14 2a Me W S3/ L14 &A I 330 W SJ/ 732 L// 2.75 LU MY X45---a.17 aZ I= 4A4 _ 22- &46 L"_._, La -4— 3A1 -�i---- s7I 1JS— f i 3M em W L57 ,aT7 u1 333 Lao 4A2 sit SJI • 3A6 53/ 7.14 93/ 12W 234 33 in 4.41 L•3 $At 7 &V !i/ 7AS I0.3b 13n 246 L12 XM 421 4.70 5.13 / 3A SA LD 1134 M91 242 20 &V l$ btl 4A • ♦.I] &Z •A/ 11D4 IL92 23/ L" 3A/ 2.0 UO /AS 10 S3! LO IOA ISM nm L31 za 3.23 275 4.12 /AI 11 •AS 7.14 I1.11 17L/. 30A3 23/ 27/ 3.23 2t,1 3.96 42/ . 1I ♦AP 70 1250 21.43 4.3.75 2.21 270 3.12 U• .O 4A/ 1. Select number of perforated laterals .3 2. Select perforation spacing = 3 feet 3. Since perforations should not be placed closer than 1 ft. to the edge of the rock layer (see diagram), subtract 2 ft. from the rock layer length. -757 - 2 ft. _ _l3 feet Rock Layar LanSth 4. Determine the number of spaces between perforations. Divide the length above by perforation spacing and round down to nearest whole number. Length perf. spacing =_ ft. y 3 ft. _ �_ spaces (#3) (#2) 5. Number of perforations is equal to one plus the r • amber of perforation spaces. e spaces + 1 = .'2--�'_ perforations per lateral Multiply perforations per lateral by number of laterals to get total number of perforations. x ZS = 5 perforations Waal aperfe/latmval 7. Determine required flow rate by multiplying number of perforations by flow per perforation o •� 42 'S � x gpm. END POWORATION OF A POWORATtiD LATERAL Qrem Ceet► rema `,� , Low N ieemtmae IaIrk fr lam• ~ ANSaw 1sae bow of mr r W" .wMA "terl MMie�m wY* "WLE smear N Lamm m!' to Ed" •n�i1 el f"ia Low ►«wtll�lm" Latem"e el Close So Lamer f"mrwe W Lamrem Omme"mM Z. mMeee,#Y ftrNlN Mwe P%'A" sees Lever TABLE OF PERFORATION DLSCHARCES IN GPM Had Perforation diameter (inches) //S m/t 1.0a O36 0.74 1.5 0.69 0.90 2.Ob 0.80 1.04 2.5 0.89 1.17 3.0 0.98 1.28 4.0 1.13 1.47 S.0L21�0 .26 I AS a Uot of head for reeidenW I systems. bLet of head for other establishments Table 2 Maalmam Wigwag" aamger of gear iaeg MrfantiMt iW lt"rat" real"<Ita�lXmfCtl ear:= 1.25 inch 1 1.5 inch 2.0 inch 2.5 14 18 28 3.0 13 17 26 3.3 12 16 25 4.0 11 15 23 5.0 10 14 22 8. If laterals are connected to header pipe as shown on upper example, select minimum required lateral diameter from table Z enter table with perforation spacing and number of perforations per lateral. Select minimum diameter for perforated lateral = inches 9. If perforated lateral system is attached to manifold. pipe near the center, as in lower example, perforated lateral length and number of perforations per lateral be approximately one half of that in # 6. Using these values, select minimum diameter for perforated lateral -n table 2 perforated lateral = Z .1es r r�rew�. v"wa A. Determine pump capacity: Gravity Distribution 1. Minimum suggested is 600 gallons per hour (10 gpm) to stay ahead of water use rate. 2. Maximum suggested for delivery to a drop box of a home system is 2,700 gallons per hour (45 gpm) to prevent build-up of pressure in drop box. Pressure Distribution 3. A. Select number of perforated laterals b. Select perforation spacing = ft. c. Sut .�.:t 2 ft. from the rock layer length. 1=rG;W=- 2 ft. on ft. d. Determine the number of spaces between perforations. Length perf. spacing : ft. + ft. nospaces e, spaces + 1 = _ perforations/lateral f. Multiply perforations per lateral by number of laterals to get total number of perforations. t;. x ��= perforations. g. x � __ gpm. 42 SELECTED PUMP CAPACITY. gpm B. Determine head requirements: 1. Elevation difference between pump and point of discharge. 1 Z feet 2. if pumping to a pressure distribution system, add five feet for pressure required at manifold 5_ feet 3. Friction loss a. Enter friction loss table with gpm and pipe diameter. Read friction loss in feet per 100 feet from table. F.L = 4, g ft./100 ft of hive b. Determine total pipe length iIim pump to discharge point. Add 25 percent to pipe length for fitting loss, or use a fitting loss : •fart. Equivalent pipe length -1.25 times pipe length no �.. x 1.25 to 36y feet c. Calculate total friction loss by multiplying friction loss in ft/100 ft by equivalent pipe length. Total friction loss = ?tx> x ZS� +100 y - i -'+T feet 4. Total head required is the sum of elevation difference, special head mquirements, and total friction loss. -LZ + +�4_ (1) (2) (30 TOTAL HEAD 71 feet C. Pump selection 4� 1. A pump must be selected to deliver at least 46- gpm (Step A) with at least _3_ feet of total head (Step B). 1W POWORATInN OF A PEWORATED LATERAL team Cam TM..e OF M amount. nma,k IN us.- .. Oq a)awsw MAP" Nrw �� orr. II.�w.wry .r. w.rAt LSW Ir In UP M .1 Pam Lopor P-Iv016 'IJ.aW .I TABU OF PERFORAt7ON DtSCMARGES IN GPM Head Perforation dlamater Onchaa) ./S 1/, loos 036 0.74 13 0.69 0.90 2.0b Oao 1.04 23 0.39 1.17 3.0 0.96 128 4.0 1.13 1.47 SA 126 1.65 aU" 1.0 foot of hnd for residential systems bUn 20 fact of hand for other nublishmmis Pipe LAmgeh i Point of I D FUvuion Differencep Pum F-18b 1.5 inch 2.0 inch 3.0 inch Urn PrIctin ten. N laa n d po. 10 0.69 . 0.20 12 U.96 0.28 14 1.23 0.38 16 1.63 0.48 18 2.03 0.60 20 2.47 0.73 0.11 25 3.73 1.11 0.16 30 5.23 1.55 0.23 35 7.90 2.06 0.30 40 11.07 54 0.39 45 14.73 3.2E 0.48 s0 3.99 0M 55 4.76 0.70 60 5.60 0.82 Lots of Soil Borings . r B-31 Location or Project M �NSnN ` Borings nadr by Date hLJL1-3 Classification System: AASHO USDA-SCS Unified _ x ; other Auger used (check two): Hand or Power ; Flight , or Bucket other Depth, Boring number Depth, Boring number feet Surface elevation feet in Surface elevation 0 0 -T—A 1 I TbPSo iI 1 -- 2 — 3 4 — 5 — 6 — 7 -- 8— F I-,' C L VI End of boring at ` feet. Standing water table: Pres• t feet of depth, hours after boring. Not present in boring hole Mottled soil: Nye_ Observed at feet of depth. Not present in „oring hole Ob*urvations and comments: 1 - 1111 it 2 _ C LA y LpAM 68 o cr rJ� 3 — 3� End of boring at feet. Standing water table: Present at feet of depth, hours after boring. Not present in borl -le Mottled soil. Observed at JE dmit of depth. Not present in boring hole Obser.rations and comments: Lone of Soil Borings LocaLion or Project M OI SO A) B-31 Borings made by D , k , Date 8 3 Classification System: AASHO USDA-SCS Unified other Auger used (check two): Hand X , or Power ; Flight , or Bucket )( ; other Depth, Boring number 3 in Surface elevation feet 0- 2 3 4 — 5 -- 6 — 7 — 8 — To�S, L 0,Y LOAM 0rCi 36`` End of boring; At _ 3 feet. Standing wfi;:er table: F4esent at feet of depth, hours after boring. Not present in boring hole Mottled soil: ZPL�* Observed at �_ :act of depth. Not prep-nt in boring hole Observations and comments: i Depth, Boring number in Surface elevation feet — 0 i 1 - �-- ty11 2— C y I-vA-M (8rcwp) 3 — 30 of '-oring at 3 feet. Standing water to;.le: Present at — feet of depth, — hours after boring. INot present in hole x h, L - td aoil: �,1 ".►4, Observed at �_ Ust of depth. Not present in boring r.,le O'h*ervatiuns and commentu: ;IE Loas of Soil Dorinas D-31 Location or Project _ fYl U rJ50 rJ - Borings made- by Data Classification System: AASHD USDA-SCS ; Unified X other Auger used (#-hack two): Hand X . or Power ; Plight , or Bucket i ; other Depth, Boring number In Surface elevation feat 0 rope' l.oAM 3 — 3G" 4 — S — 6 — 7 — 8— End of boring at 3 _ feet. Standing water table: Present at feet of depth, hours after boring. Not present in boring hole__. Mottled soil: Observed at _ 4 iset of depth. Not present in boring hole Observations and comments: Depth, Boring number in Surface elevation feet 0 2 - rig n c' L A y I-vAM 3 4 — 6 — 7 — 8 — End of boring at feet. Standing water table: Present at feet of depth, hours after boring. Not present in boring hole X Kottled soil: 1;,, L' Observed at 16 Awt' of depth. Not present in boring hole Observations and comments: PERCOLATION TEST DATA SHEET TB 2. 1.-r8-43 Z� a' • Percolation test readings made by on i ) —starting a �.t Test hole locatiUAjSOn/ , Hole number, Date hole was prcparr� Depth of hole bottom Z inches, Diameter of hole inches Soil data from test hole: Depth, inches Soil texture o- s� BLACK Q GW K 6maj CLAY Method of scratching sidewall Depth of gravel in bottom of hole inches Date and hour of initial water filling. 8 '"A , Depth of initial water filling inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hoursR EEIL4- , Maximum water depth above hole bottom during test_Z—tenches• Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate. minutes per inch Remarks SZ o `� 35 1-10 S 2 3v Percolation rate = 120 minutes per inch. PERCOLATION TEST DATA SHEET . n Percolation test readings made by D on -� a starting ar l�rrl Test hole location 6"Otj ,Hole number Date hole was prepared g Depth of hole bottoms ! Z inches, Diameter of hole inches Soil data from test hole: Depth, inches Soil texture 0- 8% BLACK OPbIWIC Method of scratching sidewal Depth of gravel in bottom of hole 8 inches Date and hour of initial water filling _, Depth of initial water filling �' inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours PCE It - ,Maximum water depth above hole bottom during test inches' Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks I L3 53 30 V4 1 w z'Z3 0 12,0 12-4) Percolation rate = I-W minutes per inch. PERCOLATION TEST DATA SHEET Percolation test readings made by 1"'6. D . Q . (o - ( S- 11 s=ng at 1. Zy Test hole location �r fU � , Hole(number 3 , Date hole was prepw 6 -18 Depth of hole bottom jr Z inches, Diameter of hole -winches Soil data from test hole: Depth, inches Soil textum BLAe-K OA4Akj tL C LAj Method of scratching sidewalt Depth of gravel in bottom of holy inches �' f8 Date and hour of initial water filling. '2 : w A. ty% ' , Depth of initial water filling 1 Z inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hour Maximum water depth above hole bottom during test L inches'. Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks I' S`I s T -y8 7v.1 Percolation rate = 791 7 minutes per inch. PERCOLATION TEST DATA SHEET Percolation test readings made by— -T76 - D. R, on b - (8 - 93 sting at 1: IS \ . i Test hole location /rlWISDA, Hole number_, Date hole was Prepared Depth of hole bottom_ Z inches, Diameter of hole % inches Soil data from test hole: Depth, inches — 8 &.44 C K ogirm"I C Method of scratching sidewall Soil texture Depth of gravel in bottom of hole & —to inches Date and hour of initial water filling 9 °O '4 , Depth of initial water filling 1 Z inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at ei kit 4 hours RED l L e' - -- Maximum water depth above hole bottom during test inches' Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks 1:26 PAL Z: �5 30 14 ► 2 :55 a ,/y rev Percolation rate = 120 minutes per inch. PERCOLATION TEST DATA SHEET W Percolation test readings made by r!a D . R. . an L - I B - 9.3 starting at I . ?.� iiC'n7 � /J rrwi Test hole location / ' ') s5 , Hole number S , Date hole was Depth of hole bott inches, Diameter of holinches Soil data from test hole: Depth, inches D- B -2�z,AGK OR64-01 c Method of scratching sidewall Soil texture Depth of gravel in bottom of hole inches -18 Date and hour of initial water fillip -'Os , Depth of initial water filling 1Z inches above hole bottom Method tiled to maintain it least 12 inches of water depth in hole for at least 4 hours Maximum water depth above hole bottom during test inches' Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate. minutes per inch Remarks V-2-L F►cc 3o I%4 - zO 30 1 / z 5 Percolation rate =minutes per inch. PERCOLATION TEST DATA SHEET r. l `T: 9 • .D, R , '. - � ituting at ) : —a �� Percolation test readings mate by on_ �/y� rdrr, Test hole location �' jU-i >6'J , Hole number, Date hole was ,++rgme � - g Depth of hole bottom ! Z inches, Diameter of hole �0 inches Soil data from test hole: Depth, inches -49 to `12,'' Method of scratching sidewall BL,AcK DRctiAmc B A 000AJ L-,0A4h Soil texture Depth of gravel in bottom of hole binches � I 1Z Date and hour of initial water fillin dS k1?1 Depth of initial water filling inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours [ rL 1, Maximum water depth above hole bottom during test ) Z —inches" Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks D 7 3 L) 2:57 30D Percolation rate = ' r mutes per inch. PERCOLATION TEST DATA SHEET Percolation test readings made by T Q �. R on 4 —1$'93 stmng a 8 r /� / W� "m' Test hole locatio++ /�j a. , Hole number , Date hole was prepay t'0 — 8 Depth of hole bottom ) � finches, Diameter of hole �O inches Soil data from test hole: Depth, inches yvb Method of scratching sidewall — 19aA-a-K m6r"IG _690od LOA&n Soil texture Depth of gravel in bottom of holy inches C-Ig 1 Date and hour of initial water filling V ° 5 A - ', Depth of initial water fillinit inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at legit 4 hotir;s. IL f— — ---- , Maximum water depth above hole bottom during testinches' Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks a F 4. i s 3 a I .30 Z: 2 ?. Percolation rate = J 0 minutes per inch. PERCOLATION TEST DATA SHEET Percolation test readings made by -r6, D, R on 1*0" g starting a Test hole location Au 6252d ,Hole number, Date hole was prepared � 1B Depth of hole bottom— inches, Diameter of hole inches Soil data from test hole: Depth, inches Soil texture Method of scratching sidewall Depth of gravel in bottom of hole inches Date and hour of initial water fillip D5 A �n�'Depth of initial water filling inches above hole bottom Method used to maintain at least 12 inches of water depth in hole for at least 4 hours f' �— Maximum water depth above hole bottom during test +nches' Time Time interval, minutes Measurement, inches Drop in water level, inches Percolation rate, minutes per inch Remarks L- 1 59 a 1 % 7 Z 2g l-Y al TO Percolation rate = 2 ( 7 minutes per inch.