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HomeMy WebLinkAboutSoil & Percolation Testing 11.55 fob StYCA' Rusty Olson's--Soil and Percolation Testing Joseph J. Olson--MPCA License #810 11481 Riverview Rd. NE, Hanover, MN 55341 (763) 498-8779 fax (763) 498-8290 September 20,2005 Suad Azhari&Omar Abukhadra Proposed Lot 4 1745 Fox Street Orono,Hennepin.County This on-site Sewage Treatment System is partially designed for a Type 1,five-bedroom home in accordance with the Minnesota Pollution Control Agency Chapter 7080 and local ordinances. Once the house size,location and septic site are chosen this design can be completed. The seasonally saturated soils were located at 14"-20"(mottled soil). Due to the seasonally saturated soils, a pressurized Mound System will need to be installed to treat septic effluent. The bottom of the treatment area must be located at least 3' above the saturated soils. The soils at a depth of 12"have a percolation rate averaging 4 MPI. A pumping chamber will need to be installed to lift the effluent to the treatment area. The power supply and switches must be located outside the manhole and pumping chamber in a weatherproof enclosure. A warning device must be installed with a light and sound device;this is in case of a pump failure. Keep all heavy equipment off of the proposed treatment areas before and after construction. The treatment area must be fenced off before construction begins. This Design is not valid&the System will need to be relocated if failure to protect the areas proposed for the On-Site Sewage Treatment systems occurs. Nothing other than gray water,(laundry,showers,ect.)human water&toilet tissue should be disposed of into the septic tanks. Garbage disposals are not recommended. Additives must no be used,they may cause harmful damage to your septic system. It is recommended that you pump the septic tank every year for 1 tank,every two years for two tanks. Joseph J.Olson • • `115} la• stre/A , \ \ + c g t 953.3 NS' 'rtil''i- /"Isati 'IS H , 9.i .t. ®to- 0* 4 �Xo 1 SiQ�` s.r :� , Possi(3 L� r idi)s, L \ sb, S tS4gb N 4' ull 178''t. ------___________` �'`� �v0. PROPERTY OF; Sump A7 WART AN* °Milk AfiuKAADRA '1"aM% c VAT�0N RY ©Sail Boring:Tests Scale: M,61-1MvoPAtt t-c-r 9 Jetty aelA,. +- A SSOCI Rres ®Bench Mork R 4 As. 1795 Fpx STR ,1)RtmuO) 14eAW, CD EV13E0 l Note: This system is to be constructed to meet Date:�/./3 Ph.763-4984779 the Mrinesoio Pollution Control Agency Rusty Cltson's oti and Percolation Tasting Chapter 7080 & Local Ordinance Designed fro Note : Check all underground utilities • • University of Minnesota Mound Design Worksheet - 10125104 All boxed rectangles must be entered,the rest will be calculated. Owss-re SEWAGE A. Estimated FloA 750 gpd(Fig.A-1) TREATMENT Pr ROMAN A-1 Estimated Sewage Flows in GPO Number of Class Bedrooms I II III IV 2 300225 180 60%of Lot 4,Site A mrtritg www, "218 the 4 600 375 256 values �.x. in the 6 900 525 332 Class I, --At R %� ? I i 370, II or I I 8 1200 675 408 columns B. Minimum Septic Tank Capacity Septic tank capacity 3000 gallons Number of tanks/compartments 0 Effluent filter(yes/no) Yes C-1 Minimum Septic Tank Capacity in Gallons Number of Minimum Capacity with Capacity with GD and *GD=garbage disposal Bedrooms Capacity GD* pump in basement** Must have multiple tanks or compartments 2 or less 750 1125 1500 ** Must have multiple tanks,compartments 1000 .`� H_.. : U� t '.4 '4 `r4 µ, or effluent screen 5 or 6 1500 2250 3000 7 $ark 200u; C. SOILS(Site evaluation data) D-33 Absorption Width Sizing Table 1. Depth to restricting layer 1.1 feet Perc Rate mpi Soil Texture Loading Rate Absorption 2. Texture loam (gpd/ft2) Ratio Coarse sand,Loamy 3. Loading rate(see Fig D-33) 0.60 gpd/ft2 <5 sand,Med and Fine 1.20 1.00 sand 4. Absorption Ratio(Fig D-33) 2.00 6-15 Sats jo;rrrl .3z x 150 16-30 Loam 0.60 2.00 5. Percolation rate if available f MPI 311-5 Silt Ldam,Silt ti ' r 2:40 46-60 Clay loam(CO,Silty 0.45 2.67 6. %Slope 12 % or Sandy CL 61-120 Silty or Sandy 0.24:' . 5 Clay or Clay >120* *Must be other or performance. D. ROCK LAYER DIMENSIONS 1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer: Item A x 0.83= 750 gpd x 0.83 ft2/gpd 622.5 ft2 LLR Chart 2. Determine rock layer width =0.83 ft2/gpd x Linear Loading Rate(LLR)(see LLR chart) Perk Rate LLR 0.83 ft2/gpd x 12 = 10.0 ft <120 MPI <=12 3. Length of rock layer=area divided by width= >=120 MPI* <=6 622.5 ft2 / 10 ft = 62.5 ft *or other limited soil conditions E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock 622.5 X 1 ft = 622.5 ft3 2. Divide ft3 by 27 ft3/yd3 to get cubic yards 622.5 ft3 / 27 = 23.1 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 23.1 yd3 X 1.4 ton/yd3 = 32.3 tons 4. Add in 10%extra for constructability= 1.1 x 32.3 = 35.5 tons MOUND SLOPE WIDTH&LENGTH(Greater than 1%) F. ABSORPTION WIDTH Absorption width equals absorption ratio(C4)times rock layer width(D2) 2 x 10.0 ft = 20.0 ft G. 1. Downslope absorption width=absorption width(F)minus rock layer width(D2) D-34 Slope Multiplier Table 20 ft - 10 ft = 10 ft Land Slope Upslope Downslope 2. Calculate mound size in% multipliers multipliers UPSLOPE 3:1 4:1 3:1 4:1 a.Determine depth of clean sand at upslope edge of rock layer 0 3.00 4.00 3.00 4.00 =3 feet minus distance to restricting layer(C1) 1 '2.91 385. 3.09 4.17 3 ft - 1.1 ft= 1.9 ft 2 2.83 3.70 3.19 4.35 3 2.75 3.57 :3.30 4.54 b.Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a) 4 2.68 3.45 3.41 4.76 at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot) 5 2.61 333 3.53 5.00 1.9 ft+1ft+1ft= 3.9 ft 6 2.54 3.23 3.66 5.26 7 X248 312 k 3.80 -5.56 c.Upslope berm multiplier based on land slope(see figure D-34) 2.7 8 2.42 3.03 3.95 5.88 9 2.36 2.94 .4:11° 6.25 d.Upslope width=berm multiplier(G2c)times upslope mound height(G2b): 10 2.31 2.86 4.29 6.67 2.7 x 3.9 ft = 10.5 ft 11 2.26 2:18 4.48' 7.14 12 2.21 2.70 4.69 7.69 DOWNSLOPE e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100 10 ft x 12 % /100= 1.2 ft f.Downslope mound height=depth of clean sand for slope difference(G2e) at downslope rock edge plus the mound height at the upslope edge of rock layer(2b) 1.2 ft + 3.9 ft = 5.1 ft g.Downslope berm multiplier based on percent land slope(see Figure D-34) 4.69 h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2f) 4.69 x 5.1 = 23.9 ft j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2h) 10.5 ft+ 10.0 ft + 23.9 ft = 44.4 ft k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3) plus upslope width(G2d) 10.5 ft + 62.5 ft + 10.5 ft = 83.6 ft Final Dimensions (slope>1%) 44.4 ft x 83.6 ft I hereby rtify that I have completed this work in accordance with all applicable ordinances,rules and laws (Signature) 810 (License#) 6/11/2005 (date) • University of Minnesota Mound Design Worksheet - 10/25/04 All boxed rectangles must be entered,the rest will be calculated. ON*Ire SEWAGE A. Estimated Flow{ 750 gpd(Fig.A-1) TREATMENT PROGRAM A-1 Estimated Sewage Flows in GPD Number of Class Bedrooms I II III IV 2 300 225 180 60%of lot 4,Site B a F 300 x,, h -t X218 the 4 600 375 256 values duel rockbeds split 31.25 feet per kEzF `' .450 Ys .,294: in the rockbed 6 900 525 332 Class I, � . ,s f 1050kN _ '•370 II or II 8 1200 675 408 columns B. Minimum Septic Tank Capacity Septic tank capacity 3000 gallons Number of tanks/compartments 0 Effluent filter(yes/no) Yes C-1 Minimum Septic Tank Capacity in Gallons Number of Minimum Capacity with Capacity with GD and *GD=garbage disposal Bedrooms Capacity GD* pump in basement** Must have multiple tanks or compartments 2 or less 750 1125 1500 ** Must have multiple tanks,compartments ':-'3.,'001.,- " ; 10 ,.;,, 11500 2000 or effluent screen 5 or 6 1500 2250 3000 '4,titbfalt- 12000 ` ``3000 :..} ,.,,. 4000 C. SOILS(Site evaluation data) D-33 Absorption Width Sizing Table 1. Depth to restricting layer 1.5 feet Perc Rate mpi Soil Texture Loading Rate Absorption 2. Texture loam (gpd/ft2) Ratio Coarse sand,Loamy 3. Loading rate(see Fig D-33) 0.60 gpd/ft2 <5 sand,Med and Fine 1.20 1.00 sand 4. Absorption Ratio(Fig D-33) 2.00 6-15 S jarif _ , coligi t,421A0 16-30 Loam 0.60 2.00 5. Percolation rate if available 1/ MPI 31-45 Stkat,Silt 050 240" 46-60 Clay loam(CL),Silty 0.45 2.67 6. %Slope 12 % or Sandy CL 61-120 Silty or Sandy 0.24 5 . Clay;or Clay >120* *Must be other or performance. D. ROCK LAYER DIMENSIONS 1. Multiply average design flow(A)by 0.83 to obtain required area of rock layer: Item A x 0.83= 750 gpd x 0.83 ft2/gpd 622.5 ft2 LLR Chart 2. Determine rock layer width =0.83 ft2/gpd x Linear Loading Rate(LLR)(see LLR chart) Perk Rate LLR 0.83 ft2/gpd x 12 = 10.0 ft <120 MPI <=12 3. Length of rock layer=area divided by width= >=120 MPI* <=6 622.5 ft2 / 10 ft = 62.5 ft *or other limited soil conditions E. ROCK VOLUME 1. Multiply rock area by rock depth to get cubic feet of rock 622.5 X 1 ft = 622.5 ft3 2. Divide ft3 by 27 ft3/yd3 to get cubic yards 622.5 ft3 / 27 = 23.1 yd3 3. Multiply cubic yards by 1.4 to get weight of rock in tons; 23.1 yd3 X 1.4 ton/yd3 = 32.3 tons 4. Add in 10%extra for constructability= 1.1 x 32.3 = 35.5 tons MOUND SLOPE WIDTH&LENGTH(Greater than 1%) F. ABSORPTION WIDTH Absorption width equals absorption ratio(C4)times rock layer width(D2) 2 x 10.0 ft = 20.0 ft G. 1. Downslope absorption width=absorption width(F)minus rock layer width(D2) D-34 Slope Multiplier Table 20 ft - 10 ft = 10 ft Land Slope Upslope Downslope 2. Calculate mound size in% multipliers multipliers UPSLOPE 3:1 4:1 3:1 4:1 a.Determine depth of clean sand at upslope edge of rock layer 0 3.00 4.00 3.00 4.00 =3 feet minus distance to restricting layer(C1) 1 2.91 3.85 3.09 4.17 3 ft - 1.5 ft= 1.5 ft 2 2.83 3.70 3.19 4.35 3 2.75. '357 330 4.54 b.Mound height at the upslope edge of rock layer=depth of clean sand for separation(G2a) 4 2.68 3.45 3.41 4.76 at upslope edge plus depth of rock layer(1 foot)to depth of cover(1 foot) 5 2S1 333 3.53 5.00 1.5 ft+1ft+1 ft= 3.5 ft 6 2.54 3.23 3.66 5.26 7- 248 312 3.80; 5.56 c.Upslope berm multiplier based on land slope(see figure D-34) 2.7 8 2.42 3.03 3.95 5.88 9 236 •.`2.94 4.11; 625 d.Upslope width=berm multiplier(G2c)times upslope mound height(G2b): 10 2.31 2.86 4.29 6.67 2.7 x 3.5 ft = 9.5 ft 11 . 2.26 2:78 4.48 7.14 12 2.21 2.70 4.69 7.69 DOWNSLOPE e.Drop in elevation=rock layer width(D2)times percent landslope(C5)/100 10 ft x 12 % /100= 1.2 ft f.Downslope mound height=depth of clean sand for slope difference(G2e) at downslope rock edge plus the mound height at the upslope edge of rock layer(2b) 1.2 ft + 3.5 ft = 4.7 ft g. Downslope berm multiplier based on percent land slope(see Figure D-34) 4.69 h.Downslope width=downslope multiplier(G2g)times downslope mound height(G2f) 4.69 x 4.7 = 22.0 ft j.Total mound width is the sum of upslope(G2d)width plus rock layer width(D2)plus downslope width(G2h) 9.5 ft+ 10.0 ft + 22.0 ft = 41.4 ft k.Total mound length is the sum of upslope width(G2d)plus rock layer length(D3) plus upslope width(G2d) 9.5 ft + 62.5 ft + 9.5 ft = 81.4 ft Final Dimensions (slope>1%) 41.4 ft x 81.4 ft I hereby certify that I have completed this work in accordance with all applicable ordinances, rules and laws (Signature) 810 (License#) 6/11/2005 (date) Unlevel Pressure Distribution System Design 1. Lay out system in order of highest to lowest elevation Line 1 Elevation 967.7 ft Length 31 ft Line 2 Elevation 965.1 ft Length 31 ft Line 3 Elevation ft Length ft Line 4 Elevation ft Length ft Line 5 Elevation ft Length ft 2. Change in Elevation over the Trenches Highest elevation-lowest elevation: 967.7 - 965.1 = 2.6 feet 3. Total Head= head at orifices(2ft)+ change in elevation(2) 2 ft + 2.6 ft = 4.6 feet (if greater than 5 feet modify design) 4. Calculate pressure head for each system 1. Highest Trench Elevation the Head =2 feet 2. Po+ (El - Ex) =AEx Line 1 Elevation 967.7 2+ [El -El]=2 + [ 967.7 - 967.7 ] = 2.0 feet Line 2 Elevation 965.1 2+ [El -E2] =2 + [ 967.7 - 965.1 ] = 4.6 feet Line 3 Elevation 0.0 2+ [El - E3]=2 + [ 967.7 - 0.0 ] = 0.0 feet Line 4 Elevation 0.0 2+ [El - E4]=2+ [ 967.7 - 0.0 ] = 0.0 feet Line 5 Elevation 0.0 2+ [El - E5]= 2+ [ 967.7 - 0.0 ] = 0.0 feet 5. Determine flow rate per hole(See figure E-6) Line 1 Pres 2.0 Perf Diameter 1/4 = 1.04 gpm Line 2 Pres 4.6 Pen` Diameter 1/4 = 1.55 gpm Line 3 Pres 0.0 Perf Diameter = gpm Line 4 Pres 0.0 Perf Diameter _ = gpm Line 5 Pres 0.0 Perf Diameter = gpm 6. Calculate flow for Line 1 Number of perforations= [(len•th of pipe-2)/spacing] +1 [( 31 ft-2ft) / 3 ft]+1 = 10 perforations (Check figure E-4 to make sure it is ok) Flow= number of perforations x flow rate 10 perf x 1.04 gpm = 10.4 gpm 7. Calculate the gallons per foot for Line 1 Gallons/length = 10.4 gpm / 31 ft= 0.34 gpm/ft E-6 Perforation Discharge in GPM E-4 Maximum Number of 1/4 inch perforations Pressure per lateral to guarantee<10%discharge variation Head Perforation Diameter in inches Perforation feet 1/8 3/16 7/32 1/4 Spacing 1 0.18 0.42 0.56 0.74 feet 1 inch 1.25 inch 1.5 inch 2.0 inch 1.5 0.22 0.51 0.68 0.90 2.5 8 14 18 28 2 0.26 0.59 0.80 1.04 3.0 8 13 17 26 2.5 0.29 0.65 0.88 1.17 3.3 7 12 16 25 3 0.32 0.72 0.98 1.28 4.0 7 11 15 23 4 0.37 0.83 1.13 1.47 5.0 6 10 14 22 Page 1 of 2 8. Balance flows for other lengths,spacing, or size Line 2 GPM = length of pipe x gallons per minute per foot(7) 31 ft x 0.34 gpm/ft = 10.4 gpm #of Perfs=GPM /flow rate(5.2) 10.4 gpm / 1.55 gpm = 6 #of Perfs (Check figure E-4) Spacing = (Length -2 feet)/(Number of perfs-1) ( 31 ft-2ft)/( 6 perfs- 1) = 5.8 feet Line 3 GPM = length of pipe x gallons per minute per foot(7) 0.0 ft x 0.34 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.2) 0.00 gpm / 0.00 gpm = 0 #of Perfs (Check figure E-4) Spacing = (Length -2 feet)/(Number of perfs-1) ( 0.0 ft-2ft)/( 0 perfs- 1)= 0.0 feet Line 4 GPM = length of pipe x gallons per minute per foot(7) 0 ft x 0.34 gpm/ft = 0.0 #of Perfs=GPM /flow rate(5.2) 0 gpm / 0.00 gpm = 0 #of Perfs (Check figure E-4) Spacing = (Length -2 feet)/(Number of perfs-1) ( 0 ft-2ft)/( 0 perfs- 1) = 0.0 feet E-20 Volume of Liquid in Pipe Pipe Diameter Liquid per foot Line 5 GPM = length of pipe x gallons per minute per foot(7) inches gallons 0 ft x 0.34 gpm/ft = 0.0 1 0.045 #of Perfs= GPM /flow rate(5.2) 1.25 0.078 0 gpm / 0.00 gpm = 0 #of Perfs 1.5 0.11 Spacing = (Length -2 feet)/(Number of perfs-1) 2 0.17 ( 0 ft-2ft)/( 0 perfs- 1)= 0.0 feet 2.5 0.25 3 0.38 9. Calculate total gpm&Calculate System loading 4 0.66 Pipe volume (see figure E-20) x length Line 1 Flow= 10.4 gpm 0.17 gal/ft x 31 ft = 5.3 gal Line 2 Flow= 10.4 gpm 0.17 gal/ft x 31 ft = 5.3 gal Line 3 Flow= 0.0 gpm gal/ft x 0 ft = 0.0 gal Line 4 Flow= 0.0 gpm gal/ft x 0 ft = 0.0 gal Line 5 Flow= 0.0 gpm gal/ft x 0 ft = 0.0 gal Total = 20.8 gpm Total = 10.5 gal 10. Summary Pipe Size Perf Size Spacing Line 1 2 in 1/4 in 3.0 ft Line 2 2 in 1/4 in 5.8 ft Line 3 in 0.00 in 0.0 ft Line 4 in 0.00 in 0.0 ft Line 5 in 0.00 in 0.0 ft I hereby certify that I have completed this work in accordance with all applicable ordinances,rules and laws (signature) 810 (license#) 66//%Ch 5-- (date) Page 2 of 2 Logs of Soil Borings License#810 Location or Project: Preliminary Plat Borings for Suad Azhari & Omar Abukhadra Lot 4 Borings made by: Rusty Olson's Soil and Perc testing 3/8/05 Classification System: AASHO ; USDS-USDS-SCS X ; Unified ; Other Auger used (check two): Hand_X , or Power , Flight, Bucket or Probe_X_ Boring Number_1_Surface elevation_957.2_ Mottled Soil at 1.1 feet 0"-6" Dark brown loam 10yr3/3 H2O present at_X_ 6"-14" Brown loam 10yr4/4 14"-30" Rusty brown sandy loam 10yr5/4 Boring Number 2_Surface elevation_955.1_ Mottled Soil at 1.6_feet 0-6"Dark brown loam 10yr3/2 H2O present at_X_ 6"-12" Brown loam 10yr4/3 12"-20" Brown loam 10yr5/4 20"-36" Rusty brown loam 10yr5/4 Boring Number 3_Surface Elevation_963.6 Mottled Soil at_1.5 feet 0"-6" Dark brown loam 10yr3/2 H2O present at X 6"-18" Brown loam 10yr4/4 18"-30"Rusty brown loam 10yr5/4 Boring Number_4_ Surface elevation_966.1_ Mottled Soil at_1.5_feet 0-6"Dark brown sandy loam 10yr3/2 H2O present at X_ 6"-18" Brown sandy loam 10yr4/4 18"-24" Rusty brown loam 10yr5/4 Boring Number_5_Surface elevation_957.1_ Mottled Soil at_1.1_feet 0-6" Dark brown loam 10yr3/3 H2O present at_X_ 6"-14" Brown loam 10yr4/4 14"-30" Rusty brown sandy loam 10yr5/4 Boring Number 6_Surface elevation_966.2_ Mottled Soil at_1.5_feet 0-6" Dark brown loam 10yr3/2 H2O present at_X_ 6"-18" Brown loam to sandy loam 10yr4/4 18"-30" Rusty brown loam 10yr5/4 Boring Number_7_Surface elevation_963.5_ Mottled Soil at_1.5_feet 0-6" Dark brown loam to sandy loam 10yr3/2 H2O present at_X_ 6"-18" Brown loam to sandy loam 10yr4/4 18"-22" Rusty brown loam 10yr5/4 Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On 08/23/05 Location: Proposed Lot 4, Block 1 1745 Fox Street Hole number: 1 Date hole was prepared: 08/22/05 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown loam 10yr3/3 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 08/22/05 At 9:30 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 9:01 9:16 6" 3.7 4.0 9:23 9:38 6" 3.6 4.1 9:39 9:50- 6" 3.5 4.2 9:S'1 AVERAGE PERC. RATE 4.1 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On 08/23/05 Location: Proposed Lot 4, Block 1 1745 Fox Street Hole number: 2 Date hole was prepared: 08/22/05 Depth of hole bottom_12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown loam 10yr3/3 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 08/22/05 At 9:30 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 9:02 9:17 6" 3.1 4.8 9:22 9:37 6" 3.0 5.0 9:40 9:55 6" 3.0 5.0 AVERAGE PERC. RATE 4.9 MPI Percolation Test Data Sheet Lic_#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On 08/23/05 Location: Proposed Lot 4, Block 1 1745 Fox Street Hole number: 3 Date hole was prepared: 08/22/05 Depth of hole bottom 12"_inches, Diameter of hole_6"_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown loam 10yr3/3 6"-12" Brown loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 08/22/05 At 9:30 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches Time Time Depth Drop in H2O Perc Rate 9:03 9:18 6" 4.0 3.7 9:21 9:36 6" 3.8 3.9 9:41 9:56 6" 3.6 4.1 AVERAGE PERC. RATE 3.9 MPI Percolation Test Data Sheet Lic.#810 Percolation test readings made by: Rusty Olson's Perc. starting at 8:50 A.M. On 08/23/05 Location: Proposed Lot 4, Block 1 1745 Fox Street Hole number: 4 Date hole was prepared: 08/22/05 Depth of hole bottom_12"_inches, Diameter of hole 6"_inches. Soil data from test hole: Depth, inches Soil texture 0-6" Dark brown sandy loam 10yr3/3 6"-12" Brown sandy loam 10yr4/4 Method of scratching side wall: Knife Depth of gravel in bottom of hole 2 inches: Date and hour of initial water filling 08/22/05 At 9:30 A.M. depth of initial water filling 12 inches above hole bottom. Method used to maintain at least 12 inches of water depth in hole for at least 4 hours Automatic Siphon Maximum water depth above hole bottom during tests 6 inches I Time Time Depth Drop in H2O Perc Rate 9:04 9:19 6" 3.1 4.8 9:20 9:35 6" 3.0 5.0 9:42 9:57 6" 3.0 5.0 AVERAGE PERC. RATE 4.9 MPI