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Preliminary Storm Water Management Plan 05-17-2013JEURISSEN IST ADDITION Chanhassen, Minnesota May 17, 2013 Property Owner: Lennar 16305 36h Avenue N., Suite 600 Plymouth, MN 55446 Consultant to Project Owner: Pioneer Engineering, P.A Pl NEED 2422 Enterprise Drive engineering Mendota Heights, Minnesota 55120 CAT' OF CHANHASSEN RECEIVED MAY 17 2013 CHANHASSEN PLANNING DEPT I. Introduction The following is a hydrology summary for the construction of a combined 32 unit single family home and 26 unit duplex townhome development to be called Jeurissen 1" Addition. The site is located in the southeast of the intersection of Bluff Creek Boulevard and River Rock Drive North and north of Trunk Highway No. 212, in Chanhassen, Minnesota. An offsite street connection will be required to access the site from Bluff Creek Boulevard. The current project proposes construction of the residential units on the north portion of the site, with the southern portion placed in an outlot and left alone. Therefore, this study only covers the northern development. II. Existing Site Conditions The site was a farmstead approximately 26 acres in size. On the east side, a farm yard area is located with a house and farm facility structures, a large cultivated field is located on the north portion and a smaller field is located on the south portion of the site. Bluff Creek runs through middle of the site from west to east. The low area around the creek is wooded. A large wooded preserve is located north of the site. This site has approximately 70 feet of relief, from a high knob just north of the site in the wooded preserve, down to Bluff Creek on the south side of the site. There are four drainage areas on the site, and an additional area is included for the access street. These areas can be seen on the attached existing hydrology map. The first drainage area (IS) covers approximately 10.0 acres and drains southwest to Bluff Creek. The second drainage area (2S), of 7.8 acres, drains south also to Bluff Creek. The third area (3S), of 3.5 acres drains southeast into Highway 212s drainage ditch in the highways right of way. It should be noted the cattle pen in the farm yard drains into an existing manure lagoon pond, also in the state right of way. The fourth area (5S) of 4.2 acres drains to the northeast into a large wetland complex. The offsite area (4S) of 4.6 acres is located northwest of the site and drains into an existing retention basin. The assumption is this existing basin was sized for the existing of site development and future "build out' development north of the connection road. In addition, some minor drainage enters the site from the offsite northern woodland preserve. A review of the USDA Natural Resources Conservation Services Soils Survey; maps the site with several groups; the Kilkenny- Lester Loam, Lester- Kilkeenny Clay Loams and Hamel Loams. Both of these groups are classified as clay according to the Unified Soil Classification System and are associated with moraines and the Minnesota River Flood Plain. This information was confirmed by soil borings performed by Haugo GeoTechnical Services and contained their Geotechnical Exploration Report dated December 20, 2012. The report can be found in Appendix D. III. Proposed Site Conditions The proposed development consists of a combined 32 unit single family home and 26 unit duplex townhome development with the extension of Rock Creek Drive off of Bluff Creek Boulevard. The general internal layout is a loop street with the townhomes on the east side, and single family on the south, west and only the southern side of the north portion. Two Cul -de- Sacs off of these roads completes the site. The drainage under the proposed conditions was designed to mirror, as closely as possible, the existing drainage pattern. The comparable drainage areas are: Drainage Areas Existing Proposed 1S vs 1R (Southwest) 10.0 acres 6.0 acres 2S vs 2R (South) 7.8 acres 11.8 acres 3S vs 3R (Southeast) 3.5 acres 2.7 acres 5S vs 5R (Northeast) 4.2 acres 1.3 acres 4R vs 4R(Ex. Basin 4.6 acres 8.4 acres Three Stormwater basins are proposed to treat the stormwater for the development. Pond 1 treats (IS) water before discharging to Bluff Creek, Pond 2 treats (2S) water before discharging to Bluff Creek, Pond 3 treast (3R) water before discharging to the MNDOT ditch, and Pond 4 (existing) treast (4R) water before discharging to Bluff Creek. IV. Design Considerations The City of Chanhassen Stormwater Management Ordinance requires all new developments to meet quality, flow rate requirements. These requirements are summarizes as follows: Rate Control - The proposed flow rate from the proposed development shall not exceed the flow rate of the existing drainage areas for the two, ten and 100 year storm events. 2. Water Quality- Best management practices are required to reduce the Total Suspended Solids (TSS) by 80% and Total Phosphorous by 60 %. 3. Storm Sewer Conveyance System —Designed to handle a 10 Year Storm Event. V. Results Topographic information was field located by Pioneer Engineering. The basins were sized to meet NURP standards with the use of HydroCAD, a SCS TR -20 based computer model was utilized for the hydrology study. P8 a stormwater quality model was used to quantify the removal efficiency of BMP's used in the design. The following table is a comparison of the required wet volume required by NURP Standards and the size provided for the Site. Wet Volume Requirement Basin Volume Required Ac *Ft Volume Provided Ac *Ft 1P 0.66 1.12 2P 0.99 1.58 3P 0.12 0.12 The following table is a summary of the results of the various HydroCAD models. The individual model results, drainage maps and ancillary supporting documents are attached for your review. Drainage 2 -Year ((cfs) 10 -Year (cfs) 100 -Year (cfs) Area Existing Proposed Existing Proposed Existing Proposed 1 8.81 1.73 22.37 3.76 41.78 5.57 2 8.11 5.96 19.32 13.57 35.03 21.97 3 6.00 1.21 12.97 2.49 22.34 3.58 5 3.83 1.95 9.67 4.16 18.03 7.13 4 0.00 0.00 0.00 0.00 0.00 0.00 The flow rate for all design storm events are reduced from the existing condition. The results from the HydroCAD model can be found in Appendix A. To evaluate 80% TSS reduction and 60 %TP criteria a P8 model was created. Local climate data for the 20 year lifetime design (1974- 1994), sequence were used to compile the results. The stromwater system provides a relative 83.49% TSS and 69.06% TP removal for the design lifetime. Results from the P8 model can be found in Appendix B. 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MsP5095.pcp nurp%plip MsP5095.tmp 32.0 Run Date 05/15113 Case 112289 P85- 15- 13.pitc FirstDate 01/01174 Precip(in) 627.1 Title Startup Case LastDate 12131/94 Rain(in) 527.47 PrecFile Msp5095.pcp Events 1539 Snow(in) 99.66 PartFie nurp5D.p8p TotalHrs 183720 TotalYrs 20.96 Case Data File Path Case Notes. Storm Data File Particle File Air Temp File File 112289 P8 5- 15- 13.p8o L\Engineering 3D \112289 Jeurissen ParoelUlydrology Design" Model\ Proposed Drainage? MsP5095.pcp nurp%plip MsP5095.tmp 32.0 32.0 Time Steps Per Hour Minimum Inter-Event Time (firs) Max;mum Continuity Error % Rainfall Breakpoint (inches) Precipitation Scale Factor Air Temp Offset (deg -F) Loops Thor Storm Fite 4 10 2 0.8 1 0 1 Simulation Dates Start Keep Stop 61111973 1!111974 2/3 1111994 I Max Snowfall Temperature (deg -f) SnmMelt Temperature (deg-f) Snowmelt Coef (in/degF -Day) Soil Freeze Temp (deg -F) Snowmelt Abstraction Factor Evapo-Trans. Calibration Factor Growing Season Start Month Growing Season End Month 32.0 32.0 0.06 32.0 1.00 1.00 5 10 S-Day Antecedent Rainfall+ Runoff (inches) CM Antecedent Moisture Condition AMC-11 AMC -III Growing Season 1.40 2.10 NonGrowing Season 0.50 1.10 Watershed Data Watershed Name Drainage 1S Drainage 2S Drainage 3S Dainage 4S Runoff to Device Infiltration to Device Watershed Area Basin 1P Basin 2P Basin 3P Basin 4P 5.99 905 1 8.36 SCS Curve Number (Pervious) Scale Factor for Pervious Runoff Load Indirectly Connected Impery Fraction 74 74 74 74 1 1 1 1 0.15 0.11 0.05 0.08 UnSwept Impervious Fraction UnSwept Depression Storage (inches) UnSwept Imperv. Runoff Coefficient UnSwept Scale Factor for Particle Loads 0.22 0.17 0.8 0.1 0.02 0.02 0.02 0.02 1 1 1 1 1 1 1 1 Swept Impervious Fraction Swept Depression Storage (inches) Swept Imperv, Runoff Coefficient Swept Scale Factor for Particle Loads Sweeping Frequency Sweeping Efficiency Sweeping Start Date (MMDD) Sweeping Stop Date (MMDD) 0 0 0 0 0.02 0.02 0.02 0.02 1 1 1 1 1 1 1 1 0 0.5 0.5 0.5 1 1 1 1 101 101 101 101 1231 1231 1231 1231 Data Device Nam Basin 1P Basin 2P Basin 3P Basin 4P Device Type Infiltration Outlet Normal Outlet Spillway Outlet POND POND POND POND Parade Removal Scale Factor Bottom Elevation (ft) Bottom Area (acres) Pemanem Pool Area (acres) Pemlanent Pool Volume (a ft) Perm Pod li fft Rate (in/hr) Flood Pool Area (acres) Flood Pool Volume (ac-M Flood Pod In67t Rate ( in/hr) InfAt Basin Void Fraction ( %) 1 1 1 1 0 0 0 0 0.09 0.016 0.01 0.435 0.3226 0.4088 0.0494 0.7638 1.12 1.58 0.0317 3.015 0.05 0.05 0.05 0 0.449 0.5561 0.0848 1.2688 1.338 1.93 0.198 6.006 0.05 0.05 0.05 0 Detention Pond Outlet Parameters Outlet Type Outlet Orifice Diameter (in) Orifice Discharge Ccef Outlet Weir Length (ft) Weir Discharge Coat Perforated Riser Height (ft) Number of Holes in Riser Holes Diameter Flood Pod Drain Time (hrs) ORIFICE ORIFICE ORIFICE ORIFICE 12 15 12 12 0.6 0.6 0.6 0.6 Swale Parameters Length of Flow Path (ft) Slope or Flow Path % Bottom Width (ft) Side Slope (ft- vlft -h) Maximum Depth of Flow (ft) Mannings n Constant Hydraulic Model Pipe, SplBter. Aquifer Parameter Hydraulic Res. Time (hrs) Particle Date 99000 Particle File nurp50.p8p 2000 Particle Class P0% P10% P30% P50% P80% Filtration Efficiency ( %) Settling Velocity (fUhr) First Order Decay Rate (1 /day) 2nd Order Decay (1 /day -ppm) 90 100 100 100 100 0 0.03 0.3 1.5 15 0 0 0 0 0 0 0 0 0 0 impervious Runoff Conc (ppm) Pervious Runoff Conc (ppm) Pervious Conc Exponent Accum. Rate (lbs -ac -day) Particle Removal Rate (1 /day) Washoff Coefficient Washoff Exponent Sweeper Efficiency 1 0 0 0 0 1 100 100 100 200 0 1 1 1 1 0 1.75 175 1.75 3.5 0 0.25 0.25 0.25 0.25 0 20 20 20 20 0 2 2 2 2 0 0 0 5 15 ty Componern Data Name_ I TSS I TP I TKN I CU PB ZN HC Content Scale Factor 1 1 i 1 1 1 1 Composition (mg /kg) 0 99000 600000 13600 2000 640000 250000 1000000 3850 15000 340 180 1600 22500 1000000 3850 15000 340 180 1600 22500 1000000 3850 15000 340 180 1600 22500 1000000 0 0 340 180 0 22500 P8 Urban Catchmm Model, Version 3.4 Type: NONE Run Date 05115/13 Case 112289 P85- 15-13.PBC FrstDate 01101174 predp(in) 6271 Title Startup Case Lasi Date 12/31194 Rain(in) 527.47 Prec le Msp5095.pcp Everts 1539 Snow(in) 99.60 Paffile nuipW.pBp Tovel -n 183720 TotalYrs 20.96 Mass Balances by Device Device: OVERALI Type: NONE Flux Lcads(Ibs) Concentrations(ppm) Mass Balance Tai We PO% p10% P30% Pao% PW% TSS TP TM CU PB ZN HC PO% P10% PW% P50% P80% TSS TP TM CU PB ZN Ot waterslned ink 357.54 971.80 24166.26 24166.26 24166.26 48332.53 12[631.32 37533 1670.56 54.30 23.69 737.95 2961.65 1.00 24.87 24.87 24.87 4914 124.34 0.39 t.72 0.06 0.02 0.76 03 infiltrate 213.30 57958 1435.80 177.06 40.45 945 1662.81 63.74 38.55 845 1.46 373.58 182.31 1.00 2.48 0.31 0.07 0.02 2.87 0.11 0.64 0.01 0.00 0.64 04 azGlbate 213.30 57.96 0.00 0.00 000 0.00 000 5.74 34.78 0.79 0.12 3709 1449 0.10 0.01 0.06 0.00 000 0.06 05 fi8ered 0.00 521.63 1435.86 177.06 d045 9.45 1662.81 58.01 337.78 7.60 1.34 33649 167.82 0.00 0.00 000 000 000 000 000 000 0.00 000 0.00 W normal oWel 142.63 381.51 7694.98 5878.03 3358.13 1075.35 18006.49 102.95 482.87 11.31 4.00 271.28 500.52 0.98 19.85 15.16 8.66 2.P 46.45 027 115 0.03 0.01 0.70 07 spillway outlet 1.47 4.00 602.36 572.34 47866 287.06 1938.42 6.75 27.17 0.71 0.36 5.20 44.61 1.00 150.64 143.13 119.21 71.79 484.7/ 1.69 6.79 0.18 0.09 1.30 08 sedimen +dec 000 000 14432.97 17538.84 20291.03 46960.87 99223.51 201.21 783.94 33.74 17.86 8342 2232.53 0.00 0.00 000 0.00 0.00 0.00 000 0.00 0.00 0.00 09 total inflax 357.54 971.80 241M26 24166.26 24166.26 48332.53 120831.32 37533 1670.56 54.30 23.69 737.95 296185 1.00 24.87 2487 24.87 49.74 124.34 0.39 172 0.06 0.02 0.76 10 surface cum. 144.10 385.51 8297.34 6450.36 3834.79 1362.41 19944.91 109.71 51004 12.02 4.36 276.46 545.14 0.98 21.18 18.47 979 3.48 50.92 0.28 t30 0.03 0.01 011 11 groundw outflo 213.30 57.96 000 000 0.00 0.00 000 5.74 34.78 079 0.12 3709 14.49 0.10 0.01 0.06 0.00 0.00 0.06 12 total otMIM 357.41 443.47 829734 6450.36 3834.79 1362.41 19944.91 115.45 544.82 1281 448 313.55 559.63 0.46 8.54 6.64 3.95 140 20.53 0.12 0.56 0.01 0.00 0.32 13 total trapped 000 521.63 15868.83 17715.90 20331.47 46970.12 1110886.32 259.22 1121.72 41.40 19.20 420.11 2400.35 14 storage wo ea: 0.14 6.61 0.N 0.00 0.00 0.00 0.09 0.65 3.96 0.09 0.01 413 1.65 15 mass balance 0.00 0.10 0.00 0.00 0.00 0.00 000 001 0.06 000 0.00 0.06 0.03 Load Reduction (: 0.00 53.68 65167 73.31 84.13 97.18 83.49 69.06 67.15 7624 8105 56.93 81.05 Device: Basin 1P Type: POND Rim Loeds(lbs) Concentrations(ppn) Mass Balance Tai aae-8 P0% P10% P30% P50% P00% TSS TP TKN CU PS ZN HC PM P10% PW% P60% P80% TSS TP TKN CU PB ZN 01 watershed mfIc 99.51 270.46 6560.13 6560.13 6560.13 13120.26 32800.64 102.55 45248 1483 6.45 204.59 805.60 1.00 24.26 24.26 24.26 4851 121.28 0.38 1.69 0.05 0.02 0.76 03 trnfileate 88.13 239.53 571.70 68.50 15.40 3.54 659.15 25.24 153.55 3.48 0.60 154.35 74.71 1.00 2.39 0.29 0.06 0.01 2.75 0.11 0.64 0.01 0.00 0.64 Ob ezfiltrate 88.13 23.95 000 0.00 0.00 0.00 O.W 2.37 14.37 0.33 0.05 15.33 5.99 0.10 0.01 0.06 0.W 0.00 0.06 0.5 filtered O.W 215.58 571.70 60.50 15.40 3.54 659.15 23.87 139.18 3.16 0.55 139.02 68.73 0.0 OW 0.N 0,00 O.W 0.0 0.0 0.0 OW 0.0 0.N 0 normal owlet 10.78 29.29 1633.50 133170 815.25 259.91 4042.37 17.46 74.31 177 0.79 24.80 98.28 100 55.77 4653 27.83 8.87 13800 0.60 2.54 O.W 0.03 0.85 07 spillway owlet 0.60 1.64 236.49 225.45 184.14 102.69 750.78 266 10.70 0.28 0.14 2.08 17.30 1.50 145.80 13TW 112.57 6238 45899 1.62 6.54 0.17 O.W 1.27 0 sedimen +coo 0.50 O.W 4116.43 4932.47 5545.33 12754.11 27348.34 56.19 218.91 9.30 4.92 2135 615.34 0.0 0.50 0.50 0.00 0.00 O.W 0.00 O.W 0.00 0.00 W total irrflaw 99.51 270.46 6560.13 6560.13 6560.13 13120.26 32800.64 102.55 457.48 14.83 6.45 204.59 80.63 1.50 24.26 24.26 24.26 48.51 121.28 0.38 1.69 0.05 0.02 0.76 10 surface outflow 11.38 30.93 1871.99 1559.16 999.39 352.50 4793.14 20.12 85.02 2.0 0.92 2688 115.58 1.50 60.53 50.41 32.31 1172 154.98 0.85 2.75 0.07 O.W 0.87 11 gmundx oulflo 88.13 23.95 0.0 O.W 0.00 000 0.50 2.37 14.37 on 0.0 15.33 5.99 0.10 0.01 0.06 0.00 000 0.06 12 total outflow 99.51 54.88 1871.99 1559.16 999.39 362.60 4793.14 22.49 9939 2.38 0.97 42.21 121.57 0.20 6.92 5.76 370 1.34 17.72 0.08 0.37 0.01 U0 046 13 total trapped 0.0 215.58 4688.13 500.97 556014 127570 26W7.50 8005 358.10 12.45 547 162.37 684.06 14 storage incise: 0.50 0.0 00 0.N 000 00 0.00 0,00 0.0 0.0 0.00 00 0.0 15 mass balance 0.0 O.W O.W 00 0.00 0.00 O.W O.W 000 000 0.00 0.00 0.0 Load Reduction (° 0.N 79.71 71.46 7623 84.7/ 97.24 85.39 78.07 78.28 83.98 84.91 79.37 84.91 Device : Basin 2P Type: POND Flax Loads(lbs) Concentrations(ppm) Mass Balance Tel aox-8 PO% P10% P30% P50% Pao% TSS TP TKN Cu PB ZN HC PO% P10% PN% P50% P60% TSS TP TKN CU PB ZN 01 watershed Indic 127.10 345.45 8986.46 8686.46 8686.46 17372.91 43432.28 134.53 598.16 19.47 8.51 262.78 1063.59 1.0 25.15 25.15 25.15 50.29 125]3 0.39 173 0.06 0.02 0.76 03 infiltrate 107.88 293,20 693.30 83.79 1914 4.62 8080 32.09 187.87 4.26 073 188.92 91.32 1.00 2.36 0.29 0.07 002 2.73 0.11 0.64 0.01 0.00 0.64 04 edlimebe 107.88 29.32 0.0 0.0 0.0 0.00 0.00 2.0 17.59 0.40 0.0 1877 7.33 0.10 0.01 0.06 0.0 0.0 0.05 0 fitered 0.0 263.88 693.30 83.79 19.14 4.62 80.80 29.19 170.27 3.86 0.67 170.16 83.99 0.00 0.00 0.0 O.W O.W O.W 0.00 O.W O.W 0.0) 0.0 W nomal oWel 1822 49.52 2637,45 2222.96 1463.97 554.0 6898.43 29.33 124.88 3.02 1,34 4184 167.59 1.0 53.27 44.90 2997 11.19 139.33 0.59 2.52 0.06 0.03 085 O7 spillway inset 0.87 2.36 363.87 346.88 292.52 184.37 118764 4.10 16.47 0.44 022 3.12 27.31 1.0 153.99 14680 123.80 7803 502.62 1.73 6.97 0.18 O.N 132 08 sedimen +dec 0.0D 0.0 4991.78 6032.83 6890.82 1662987 34545.30 68.97 26873 11.75 6.22 28.66 77727 0.0 0.0 0.00 0.50 0.0 O.W 0.50 0.00 0.00 00 09 towinsiow 127.10 345.45 8686.46 8686.46 3686.46 17372.91 4343228 134.53 598.16 19.47 8.51 26278 1083.59 1.0 25.15 25.15 25.15 50.29 125.73 0.39 1.73 O.W 0.02 076 10 surface Outflow 19.50 5188 301.32 2569.84 1776.49 738.42 8080.07 33.42 14134 3.45 1.56 44.96 194.91 1.W 57W 49154 34.25 14.23 155.88 0.64 2.72 0.07 0.50 0.87 11 gmundx autflo 107.88 29.32 0.0 0.0 0.0 0.0 0.0 2.50 17.59 0.40 O.W 1877 TM 0.10 0.01 0.06 0.00 0.00 0.N 12 total outflox 126.96 81.20 301.32 2569.84 1776.49 738.42 8086.07 36.33 158.94 3.85 1.62 63.73 202.24 0.24 8.70 7.45 5.15 2.14 23.43 0.11 0.46 0.01 0.50 0.18 13 total trapped 0.0 263.88 56B5.W 6116.62 6909.97 16634.49 35346.16 96.16 439.50 15.61 6.89 198.82 801,26 14 storage incise: 0.13 0.36 006 0.00 0.00 0.00 0.05 0.04 022 00 0,00 0.23 009 15 mass balance 0.0 0.0 0.00 0.50 0.W 000 0.0 0.0 0.00 0.00 ON 0.00 0.00 Loaf Reductim (I 0.00 76.39 65.45 70.42 79.55 95.75 81.38 72.97 7339 80.18 80.98 75.65 80.98 0.64 0.01 0.06 0.00 000 0.00 Device: Basin 3P Type: POND 0.00 0.00 0.20 0.98 0.02 0.01 0.68 0.00 0.00 0.00 0.00 000 0.34 1bn 0.05 0.02 014 020 Flaw Loads(Ws) 0.01 0.68 0.01 0.06 0.00 0.00 0.06 0.12 0.60 0.01 0.00 Concentrators (ppm) Mass Balance Tel acre -ft PTA P10% P30% P50% P80% TSS TP TKN Cu PS ZN HC PO% P10% P30% P50% P80% TSS 01 watershed iriflc 41,43 112.60 2337.43 233]43 2337.43 487486 1168716 38.14 172.74 5.50 233 83.28 291.11 1.00 20.76 20.76 20.76 41.52 103.79 03 infiltrate 17.29 46.85 17085 24.76 5.90 1.28 202.80 5.41 31.13 071 0.13 30.30 16.27 1.00 3.83 0.53 0.13 0.03 4.31 04 Wdltrate 1729 4.68 0.00 0.00 0.00 0.00 0.00 0.46 2.81 O.W 001 300 1.17 0.10 05 filtered 000 42.16 170.85 24.76 5.90 1.28 202.60 4.95 28.32 0.64 0.12 27.31 15.10 0.00 000 000 0.00 0.00 0.00 00 normal outlet 24.13 65]4 936.46 529.71 206.89 55]5 1728.80 12.95 84.54 1.48 0.44 4475 55.33 1.00 14.28 8.08 3.15 0.85 28.36 OB sedimen +dec 000 0.00 1230.12 1782.96 212464 4617.83 9755.56 1978 77.07 3.32 1.76 8.22 219.50 0.00 0.00 0.00 0.00 0.00 00 WWI inflow 41.43 11260 2337.43 2337.43 2337.43 467486 11687.16 38.14 172.74 5.50 2.33 83.28 291.11 7m 20.76 2076 20.76 41.52 103.79 10 surface outfioe 24.13 65.74 936.46 529.71 206.89 5535 1728.80 12.95 64.54 1.48 0.40 44.75 55.33 100 1428 8.06 3.15 0.85 2636 11 groundw cul6o 17.29 4.88 000 am 0.00 0.00 0.00 0.46 2.81 0.06 0.01 3.00 1.17 0.10 12 total willow 4143 70.43 93646 529.71 20629 5575 1728.80 1341 67.35 1.55 0.45 47.75 56.50 0.63 8.32 4.70 1.64 0.50 15.35 13 total trapped 000 42.16 1400.98 1807.72 2130.55 4819.12 9958.36 24.73 10539 3.96 1.88 35.53 234.60 14 storage increa: 0.00 0.01 000 0.00 000 000 0.00 0.00 0.01 0.00 0.00 0.01 0.00 15 mesa balance 0.00 0.00 0.00 000 000 000 0.00 0.00 000 0.00 000 0.00 0.00 Load Reductm (: 0.00 37.44 59.94 77.34 91.15 98.81 8521 64.83 61.01 71.92 80.59 42.68 80.59 DevWe: Basin 4P Type: POND Flaw Loads(lbs) Coxxmtraticns(Mm) Mass Balance Tel acre -ft PO% P10% P30% P50% P80% TSS TP TM Cu PB ZN HC PO% P10% P30% Pw% P80% TSS 01 watershed im is 89.51 243.29 6582.25 658225 6582.25 13166.50 32911.24 100.11 44217 14.50 6.41 18230 801.32 1.00 27M 2706 27M 54.11 135.28 00 normal outlet 89.51 235.95 2487.58 1791.66 85102 20563 5336.89 43.21 219.14 5.04 1.43 159.86 179.32 0.97 10.22 TM 3.50 0.85 21.94 08 sedimen. de, 0.00 0.00 4094.64 4790.59 5730.23 12958.88 27574.31 56.27 21923 9.38 4.96 2338 620.42 000 0.00 000 0.00 0.00 09 total im" 89.51 243.29 6582.25 6582.25 6582.25 13164.50 32911.24 100.11 442.17 14.50 6.41 187,30 801.32 1.00 27,06 27.06 27.06 54.11 135.28 10 suite. wtfiow 89.51 236.95 2487.58 1791.86 852.02 205.83 5336.89 43.21 219.14 5.04 1.43 159.88 179.32 0.97 10.22 7.36 3.50 0.85 21.94 12 WWI outflow 89.51 236.95 2487.58 1791.66 852.02 205.63 5336.89 43.21 219.14 5.04 1 43 159.86 179.32 0.97 10.22 7.36 3.50 0.85 21.94 13 total trapped 0.00 0.00 4094.64 4790.59 5730.23 12958.85 27574.31 56.27 219.23 9.38 4.96 2338 620.42 14 storage increa: 0.00 6.23 003 0.00 000 000 003 0.62 3.74 0.08 0.01 3.99 166 15 mass balance 0.00 0.10 0.00 000 000 0.00 0.00 0.01 0.06 0.00 0.00 006 0.03 Load Reduction 0 0.00 Ow 62.21 72.78 87.08 98.44 83.78 56.21 49.58 64.66 T7.42 12.49 7].42 TP TKN Cu PB ZN 0.34 1.53 0.05 002 0.74 0.12 0.66 002 000 0.64 0.01 0.06 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.20 0.98 0.02 0.01 0.68 0.00 0.00 0.00 0.00 000 0.34 1bn 0.05 0.02 014 020 0.98 0.02 0.01 0.68 0.01 0.06 0.00 0.00 0.06 0.12 0.60 0.01 0.00 0.42 TP TM Cu PB ZN 0.41 1.82 0.06 003 0.77 0.18 0.90 0.02 0.01 088 0.00 0.00 0.00 0.00 0.00 0.41 1.82 0.06 0.03 O T` 0.18 093 0.02 0.01 0.66 0.18 0.90 0.02 0 01 0.66 Appendix C Supporting Documents FIEW December 20, 2012 Mr. Joe Jablonski Lennar - Minnesota Division 16305 36�h Ave N. Suite 600 Plymouth, MN 55446 HGTS Project Number: 12-398 Re: Geotechnical Exploration Report Proposed Liberty at Creek Side Residential Development Chanhassen, Minnesota Dear Mr. Jablonski: We have completed the geotechnical exploration report for the proposed Liberty at Creek Side residential development in Chanhassen, Minnesota. The purpose of this geotechnical exploration was to characterize subsurface soil and ground water conditions and provide recommendations for site grading and foundation support for the proposed residential development. In general, the soil borings encountered varying depths of topsoil overlying clayey soils to the termination depths of the borings. The soils are generally suitable for construction of the proposed residential development. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Our services were performed in accordance with Haugo GeoTechnical Services LLC Proposal 12 -398 dated October 23, 2012. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information please contact Paul Gionfriddo at 763 -954 -1101 or Joe Westphal at 612-269-4027. Sincerely, Haugo GeoTechnical Services, LLC. J` Paul S. Gionfriddo P.E. Joe Westphal, P.E. Consulting Engineer Project Engineer 13S70 GROVE DRIVE #278, MAPLE GROVE, MN SS31 l GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Liberty at Creek Side Residential Development Chanhassen, Minnesota PREPARED FOR: Mr. Joe Jablonski Lennar - Minnesota Division 16305 36th Ave N. Suite 600 Plymouth, MN 55446 PREPARED BY: Haugo GeoTechnical Services 13570 Grove Drive #278 Maple Grove, MN 55311 Haugo GeoTechnical Services Project: 12 -398 December 20, 2012 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Registered Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Consulting Engineer License Number 23093 December 20, 2012 ��- SwEE�FpL 1.0 INTRODUCTION 1.1 Project description Lennar Corporation is proposing to develop an approximate 25.6 acres parcel near the intersections of U. S. Highway 212 and Pioneer trail in Chanhassen, MN. Development plans include removing or demolishing the existing structures on the property and preparing approximately fifty eight (58) single family residential lots. Development plans also include constructing the associated streets and underground utilities. Lennar Corporation retained Haugo GeoTechnical Services to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the anticipated residential structures and provide recommendation for site development. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for site development. 1.3 Site Description The project site is generally located south of County Road 18 (a.k.a. Riley Lake Road) north of Pioneer Trial, east of Audubon Road and west of U.S. Highway 212. More specifically, Bluff Creek borders the project site to the south and U.S. Highway 212 borders the site to the east. The land is currently being used for agricultural purposes. The ground surface can be described as gently rolling with elevations at the boring locations ranging from about 914 to 869. Surficial drainage is generally to the south toward Bluff Creek or to the northeast toward wetlands off the project site. At the time of this report a farmstead existed in the southeast quadrant of the property. The farmstead included a single family residence, bam and silo. Foundation remnants of former structures were also observed on the property. We understand the farmstead will be either removed or demolished to make way for the proposed development. The remaining portion of the property was vacant/ agricultural land. 1.4 Scope of Services Our services were performed in accordance with Haugo GeoTechnical Services LLC proposal 12 -398 dated October 23, 2012. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: • Completing five (5) standard penetration test borings each to a nominal depth of 15 feet. After authorization, Lennar requested an additional five soil borings to a nominal depth of 15 feet; for a total of ten (10) soil borings for the project. • Visually/ manually classify samples recovered from the soil borings. • Performing laboratory tests on selected samples. • Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. • . Preparing an engineering report describing soil and groundwater conditions, and providing recommendations for site grading and foundation support. 1.5 Documents Provided We were provided two plan sheets for the project. One plan sheet was titled "Concept Plan 5, Liberty at Creek Side ". This plan sheet showed the proposed site layout and included site data such as lot sizes, number of lots, set back distances and zoning information. The plan sheet was dated March 7, 2012 and was prepared by Pioneer Engineering. The second plan sheet was for titled "Soil Borings, Juerissen Parcel ". This plan sheet showed the soil boring locations (surveyed after the soil borings were completed) and existing site contours. The plan was dated November 9, 2102 and was also prepared by Pioneer Engineering. Specific design information, site drawings, site contours or house styles were not available at the time of this report. 1.6 Locations and Elevations The soil borings were taken at the approximate locations as shown on the plan sheets provided by Lemur. The ground surface elevations at the boring locations were included on the "Soil Boring "plan sheet as provided by Lermar and prepared Pioneer Engineering. The approximate locations of the borings are shown on the "Soil Boring Location Sketch" in the appendix. The sketch was prepared by Pioneer Engineering. 2.0 FIELD PROCEDURES Ten (10) standard penetration test borings were advanced on November 28, 2012 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split - barrel sampling procedures in general accordance with ASTM Specification D -1586. In the split - barrel sampling procedure, a 2 -inch O.D. split - barrel spoon is driven into the ground with a 140 -pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18 -inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring log. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by the HGTS drill crew. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represent an interpretation of the field logs and include modifications based on visual /manual method observation of the samples. The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring logs identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N- value, "blows per foot') and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions Each of the soil borings encountered clay topsoil at the surface. The topsoil was dark brown to black in color, contained some roots and was judged to be slightly organic. The topsoil ranged in thickness from about 1/2 foot to 5 feet but was mostly about 1 foot thick. Below the topsoil the borings encountered native lean clay of sandy lean clay glacial till to the termination depths of the borings at about 15 feet below the ground surface. The exception was soil boring TH -3. Below the topsoil, soil boring TH -3 encountered about 5 feet of dark brown silty clay which was underlain by about 5 feet of black slightly organic silty clay that extended to a depth of about 12 feet below the ground surface. Below the black silty clay the boring encountered lean clay with sand glacial till to the termination depth of the boring at about 15 feet. Penetration resistance values (N- Values), shown as blows per foot (bpi) on the boring logs, within the clayey soils ranged from 3 to 22 bpf with most of the values between 9 and 16 bpf. These values indicate that the clayey soils had a soft to very stiff consistency but were rather stiff to stiff overall. 3.3 Groundwater Ground water was not encountered in the soil borings while drilling or after removing the augers from the boreholes. It appears that groundwater was below the depths explored. However, given the cohesive nature of the soil encountered, it is likely that insufficient time was available for groundwater to seep into the boring(s) and rise to its hydrostatic level. In addition the sandy lean clay glacial till can contain sand seams or sand layers and ground water can be encountered within them. These sand seams or layers, if any, may not become apparent until construction. Seasonal and annual fluctuations in the groundwater levels should be expected. Groundwater measurements were made as noted and shown on the boring logs. Groundwater monitoring wells or piezometers would be required to more accurately determine water levels. Seasonal and annual fluctuations in the groundwater levels should be expected. 3.4 Laboratory Tests Laboratory moisture content tests were performed on selected samples recovered from the soil borings. Table 1 below summarizes the results of the laboratory moisture content tests. Results of the laboratory moisture content tests ranged from 15 to 24 percent and are shown on the boring logs adjacent to the sample tested. Table 1. Summary of Laboratory Tests Boring Number Sample Number Depth feet Moisture Content TH -01 S -2 21/2 21 TH -02 5 -11 71/2 18 TH -03 5 -20 121/2 24 TH -04 5 -24 5 16 TH -05 5 -52 5 15 TH -06 5 -65 21/2 16 TH -07 5 -59 5 18 TH -08 5-31 5 19 TH -09 5-37 21/2 19 TH -10 5-47 10 22 We also performed laboratory "pocket penetrometer" tests on selected samples recovered from the borings. The pocket penetrometer uses a calibrated spring to estimate the soils unconfined compressive strength. Pocket penetrometer results ranged 3/4 ton per square foot (tsf) to 41/2 tsf. Results are shown on the boring log adjacent to the sample tested. 3.5 OSHA Soil Classification The soils encountered in the borings were cohesive materials including: clay, sandy lean clay, lean clay, lean clay with sand and silty clay. The soils identified in the borings will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction The project consists of removing the farmstead and associated structures and remnants of the former structures and preparing lots and house pads to accommodate approximately 58 single family residential structures. The project also includes construction of new streets and underground utilities. We understand that the specific style of home proposed for each lot has not yet been determined. We assume the new homes could include full basements, walk -out or look- out style structures. We anticipate that the new homes will include one or two stories above grade. The new homes will likely consist of cast -in -place concrete or masonry block foundation walls supported on concrete spread footings. We anticipate above grade construction to consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 1 to 2 kips (1,000 to 2,000 pounds) per lineal foot and column loads, if any will be less than 50 kips (50,000 pounds). 4.2 Discussion The soil borings completed for this project encountered clayey soils that were generally suitable for support of the proposed residential development. However some soil corrections will be required. Soil corrections will include removing the vegetation and topsoil encountered at the surface in each boring and removing any buried topsoil and soft soil encountered within the proposed building pads, roadways and utility trenches. Soil boring TH -3 encountered buried topsoil that extended to a depth of about 10 feet and soil boring TH -10 encountered soft clays to a depth of about 10 feet below the ground surface. In -place soil moisture contents ranged from about 15 to 24 percent. These moisture contents appear to be above the soils estimated optimum moisture content. If the on -site soil will be used as fill or backfill we anticipate that some drying of these soils will be required. The summer months are typically more favorable for drying soils. As mentioned above, we understand the farmstead will be removed in preparation for site development. An evaluation of the property or structures on the property for environmental concerns was beyond the scope of this evaluation. The farmstead may have septic systems, private water wells or possibly underground fuel oil (heating oil) tank(s) located on the property. We recommend these structures, if encountered, be removed and /or abandoned in accordance with the appropriate local, state and federal rules and regulations. The following sections provide recommendations for site development 4.3 Mass Grading Recommendations Excavation We recommend that all vegetation, topsoil, fill, organic soils, and any other soft or loose soil be removed from the proposed building and oversize area. The following table indicates the anticipated excavation depths at the boring locations within the building pad areas. Excavation depths may vary and could be deeper. We further recommend that any building remnants or debris associated with demolition of the existing farmstead structures including footings, foundation walls, floor slabs and utilities, if encountered, be removed from within the building and oversize areas. Table 2. Anticipated Excavation Depths Boring Number Approximate Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Anticipated Groundwater Elevation (feet)* TH -01 906.2 1 905 NE TH -02 914.1 1 913 NE TH -03 885.0 12 873 NE TH -04 892.3 1/2 892 NE TH -05 893.4 1/2 893 NE TH -06 886.7 1/2 886 NE TH -07 892.9 1/2 8921/2 NE TH -08 873.9 1 872 NE TH -09 875.4 1 8741/2 NE TH -10 869.3 5 to 12 8641/2 to 8571/2 NE NE = Not Encountered. * Excavation depths and elevation were rounded to the nearest 1/2 foot. Fill required to attain site grades and may consist of any debris -free, non - organic mineral soil. Soils identified as sandy lean clay, lean clay, lean clay with sand and silty clay are generally suitable for use or re -use as fill or backfill provided it is free of organic material or other deleterious material. Some moisture conditioning (drying) of these soils will likely be required to meet the recommended compaction levels. The exception being within 3 feet of the groundwater table where granular soil with less than 7 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve should be used. There does not appear to be any material on -site meeting this requirement. Organic soils, including soils that are black in color, topsoil, peat, organic silt, organic clay, if encountered, during soil corrections are not suitable for re-use as fill or backfill. It may be possible to re -use these materials in "green areas" on the site such as landscaping berms. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698), except the upper 3 feet of pavement areas, where the compaction level should be increased to a minimum of 100 percent. Fill should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self- propelled vibratory compactor operating in vibratory mode. In areas where fill depths will exceed 10 feet we recommend that compaction levels be increased to minimum of 98 percent of the materials standard Proctor density. Even with the increased compaction levels a construction delay may be appropriate to allow for post construction settlement of the fill mass. Fill and backfill placed on slopes must be "benched" into the underlying suitable soil to reduce the potential for slip planes to develop between the fill and underlying soil. We recommend "benching" or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted engineered fill or native silty clay or sandy lean clay glacial till soils. It is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 psf. We anticipate total and differential settlement of the foundations will be less than 1 inch and 1/2 inch, respectively. 4.4 Interior Slabs The anticipated floor subgrade is granular fill over compacted clay fill or native clay soils. It is our opinion a modulus of subgrade reaction, k, of 200 pounds per square inch of deflection (psi) may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. 4.5 Below Grade Walls Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. The site soils are predominantly clayey in composition. We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. Clay may be used to make up the balance of the wall backfill. However consolidation of the clay under its own weight can be expected to continue even after construction. If not accommodated for, structures supported on the clay backfill could settle unfavorably or be damaged. If clay backfill is used, we recommend that construction of grade supported slabs not occur immediately after the below grade walls are backfilled to allow for consolidation/ settlement of the clay backfill. The amount of consolidation could range from approximately 1 to 3 percent of the backfill thickness or wall height. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated then below grade wall design should be based on at -rest earth pressures. We recommend soil parameters found below in Table 3, be used for below grade /retaining wall design. These design parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 3. Soil Parameters Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.6 Exterior Slabs Exterior slabs will likely be underlain by clayey soils (lean clay, sandy lean clay, silty clay) which are considered highly frost susceptible. If these soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost - susceptible soils below the slabs down to bottom of footing grades, and replace them with non - frost - susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. Estimated Estimated At -Rest Active Soil Passive Soil Unit Weight Friction Angle Pressure Pressure Pressure Soil Type (cf) (degrees) (cf) (cf) (cf) Clay 130 28 70 50 360 Sand 115 32 60 35 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.6 Exterior Slabs Exterior slabs will likely be underlain by clayey soils (lean clay, sandy lean clay, silty clay) which are considered highly frost susceptible. If these soils become saturated and freeze, significant heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost - susceptible soils below the slabs down to bottom of footing grades, and replace them with non - frost - susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non -free draining granular soil we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost - susceptible soils are not sloped, abrupt transitions between the frost- susceptible and non - frost - susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue we recommend sloping the excavations to remove frost - susceptible soils at a minimum 3:1 (horizontal: vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to 12 inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.7 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition we recommend downspouts with long splash blocks or extensions for each house. 4.8 Utilities We anticipate that the utilities will be supported on variety of native glacially deposited soils or compacted engineered fill following soil corrections. We recommend removing all organic soils, soft or other unsuitable soil, if any, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas we recommend a minimum compaction of 90 percent. 4.9 Pavements We recommend that pavements be designed and constructed in accordance with City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of City of Chanhassen standard plates. We recommend removing all vegetation, topsoil, or other unsuitable materials from within 3 feet of the pavement subgrade elevation. Backfill, if needed, to attain pavement subgrade elevation can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend compacting the backfill at moisture contents within a range of 1 percentage point below and 3 percentage points above its optimum moisture content. The upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. Prior to placing the aggregate base (Class 5) we recommend proof rolling the pavement subgrade to identify soft, weak, loose or unstable areas that may require additional subcuts. We anticipate the subgrade soil will be predominantly clayey in nature (sandy lean clay, lean clay or silty clay). Because of the poor frost /drainage properties of the clay subgrade soil on the site we recommend you consider placing a minimum 1 foot thick drained sand subbase below the aggregate base course in the new pavement areas. We recommend using sand with less than 12% passing the #200 sieve, such as Mn /DOT 3149.2B2. If the sand subbase is used we recommend the subbase extend beneath the curbs and to 2 feet beyond the outside edges of the curbs for frost and drainage uniformity. Sand layers outside the curbs should be capped with slow draining soil to reduce surface water infiltration. If a sand subbase is used in the pavement areas, drainpipes (finger drains) should be installed to remove infiltrating water. The finger drains should be connected to the catch basins. The slope of the bottom of the subcut should be such that water is directed to the drainage areas. The subcut bottom should not include depressions that can act as reservoirs for water collection. R -Value testing was beyond the scope of this project. The soil borings encountered predominantly sandy lean clay soil corresponding to the ASTM classification CL. Sandy lean clay soils typically have R- Values ranging from 6 to 20. It is our opinion that an R- Value of 10 can be used for pavement design. We recommend aggregate base meeting MN /DOT specification 3138 for Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor dry density. We recommend that the bituminous wear and base courses meet the requirement of MN /DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92% of the maximum theoretical density. We recommend specifying concrete that has a minimum 28 day compressive strength of 3,900 psi. We recommend specifying 5 to 8 percent entrained air for exposed concrete to provide resistance to freeze -thaw deterioration. We recommend slump, air content and compressive strength test of Portland cement concrete. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The borings indicated that at the anticipated excavation depths the soils in the sidewalls of the excavations will be primarily Type B soil under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines. Temporary excavations should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions then temporary shoring may be required. 5.2 Observations A geotechnical engineer should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills Site soils that will be excavated and reused as backfill and fill appear to be above their assumed optimum moisture content. We anticipate it will be necessary to moisture condition (dry) these soils to achieve the recommended compaction. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the new house pad. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. Concrete delivered to the site should meet the temperature requirements of ASTM and /or ACL Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, "Description and Identification of Soils (Visual -Manual Procedure) ". Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the borings, the holes were checked for the presence of groundwater. Immediately after removing the augers from the borehole the holes were once again checked and the depth to water and cave -in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur between and away from the borings, the nature of which may not become apparent until additional exploration work is completed or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on -site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structure as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring logs. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Lennar Corporation and their design team to use to design the proposed structure and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services, LLC has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX Boring Location Sketch - Juerissen Parcel Soil Boring Log TH -01 thru to Th -10 Descriptive Terminology g ? � E $ y _ a J _ U Ayi 1 � _ j _ 9 e W3 a Za> n a�n� ' PAY60 Haugo GeoTechnical Se vices, LLC BORING NUMBER TH -01 PAGE 1 OF 1 13570 Grove Drive, #278 MMEJ Maple Grove, Minnesota 55311 CLIENT Lerner Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11128/12 COMPLETED 11/28/12 GROUND ELEVATION 906.2 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING —Not Encountered at the Cave -in Depth of 8 feet w ❑ 0 t? a 0 MATERIAL DESCRIPTION w w �z m o` Y > ❑U' OX W rn w O a MO* uz — Z w w U` Oa r 5 z a }" o ♦ SPT N VALUE A 20 40 60 80 PL �L 20 40 60 80 El FINES CONTENT ( %) ❑ 20 40 60 80 — Clay, with roots, slightly organic, dark brown, moist. (Topsoil) AU 1 FE(CL) Lean Clay, brown, moist, very stiff. (Glacial Till) SS 7-8 -11 2 (19) i..... (CL) Sandy Lean Clay, trace Gravel, brown and grey with rust 5 stains, moist, rather stiff to stiff. (Glacial Till) rS 8-8-8 3S (16) 21/2 r S (14) 10 -- SS 3 -5-6 5 3 _. IS 6 5 -7 -9 (16) 15 i SS F7 -5-7 ...4 ... _.:..__.. (12) Bottom of borehole at 16.0 feet. L AGO HaugoGeoTechnical Services, LLC BORING NUMBERTH -02 13570 Grove Drive, #278 PAGE 1 OF 1 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12-398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11/28112 COMPLETED 11/28/12 GROUND ELEVATION 914.1 It (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 feet c." W� W 0 t? a 0 J MATERIAL DESCRIPTION W W m J� u. Z y o Y w a > 00 K W rn w z J7Q m O Z Z W y Wr w "' a r 3 z �'-' It ♦ SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT ( %) ❑ 20 40 60 80 — Lean Clay with Sand, with roots, slightly organic, dark brown, moist. (Topsoil) AU 8 - (CL) Sandy Lean Clay, trace Gravel, brown and grey with rust - - - stains, moist, very stiff to stiff. (Glacial Till) SS 9 7 -9 -12 (21) 4112 .. 5 - -- SS 487 10 (13) 3 .. US, 388 (13) 10 SS 5 -7 -7 12 (14) 31/2 SS 13 4-5-8 (13) 15 - SS 8-7-8 14 (15) Bottom of borehole at 16.0 feet L Gp Haugo GeoTechnical Services, LLC BORING NUMBER TH -03 13570 Grove Drive, #278 PAGE 1 OF 1 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12-398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11128112 COMPLETED 11/28/12 GROUND ELEVATION 885 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 11 112 is d W ,� p 0 t? a 0 0 MATERIAL DESCRIPTION w Q. W M �Z m e > W 0 j 0 OOH rn w 3~- j¢ mOZ w a L 9 V" Oa 3 1- z a }" o ♦ SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT I %) F1 20 40 60 80 — Lean Clay, slightly organic, with roots, black, moist. (Topsoil) AU 15 - -- (CL) Silty Clay, dark brown, moist. (Slopewash) SS 3-5 -5 16 (10) 5 SS U 3-3-4 17 (7) (CL -ML) Silty Clay, slightly organic, black, moist to wet. (Buried Topsoil) SS 2-4 -5 RXX 18 (9) 10 SS 4-5.5 19 (10) -- (CL) Lean Clay with Sand, trace Gravel, brown and grey, wet, medium. (Glacial Till) SS 3 -3-3 I0 L20 (6) 15 SS U21 4-3-0 (7) 1 ,.... Bottom of borehole at 16.0 feet. BORING NUMBER TH -04 G O Haugo GeoTechnical Services, LLC PAGE 1 OF 1 8 13570 Grove Drive, #278 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11/28/12 COMPLETED 11128/12 GROUND ELEVATION 892.3 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Nol Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 112 f WL SPT N VALUE o. w 20 40 60 80 = xQ 3 ~n Q- �c PL MC LL O MATERIAL DESCRIPTION e- > 0 0 - 0 j¢ m 0 > w Y " Z n O'-' • I 20 40 60 80 o Q Z O Z W 0 a o ❑ FINES CONTENT ( %) ❑ p w 20 40 60 80 — Lean Clay with Sand, with roots, slightly organic, dark brown, moist. AU (Topsoil) 22 (CL) Sandy Lean Clay, trace Gravel, brown and grey, moist, rather. - stiff to stiff. (Glacial Till) SS 5-7-8 23 (15) - -- 5 3 1/2 US24S 3J1 -5 (9) - SS 3-5 -5 25 (10) 10 3 VS26S 3 -7 -9 (16) i 3 SS 8-8-7 27 (15) 15 i SS V28 5 -7 -9 ..... :....... i (16) Bottom of borehole at 16.0 feet. i i i i r i i BORING NUMBER TH -05 Gp Haugo GeoTechnical Services, LLC PAGE 1 OF 1 13570 Grove Drive, #278 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11128112 COMPLETED 11/28/12 GROUND ELEVATION 893.4 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 12 1/2 f w ?✓ 0 0 v O C7 MATERIAL DESCRIPTION W K m a 2 z > w o p C u) w z D m o> U z W CL Y" a 5 t= o A ♦ SPT N VALUE A 20 40 60 80 PL MC LL 20 40 60 X80 p FINES CONTENT I %) ❑ 20 40 60 80 Lean Clay with Sand, with roots, slightly organic, dark brown, moist (Topsoil) AU 50 (CL) Sandy Lean Clay, trace Gravel to with Gravel, brown and grey - - with rust stains, moist, stiff to very stiff. (Glacial Till) 5S 4 51 C (15) 15) ... :_. 5 4 SS C 52 -7-1 5(17) SS V53 8 -9 -11 (20) 10 4 - SS 54 7 -9 -9 (18) 4 SS 55 7.8 -9 (17) 15 41/4 956 SS 9 -11 -11 (22) Bottom of borehole at 16.0 feet. A Gp Haugo GeoTechnical Services, LLC BORING NUMBERTH -06 "' 13570 Grove Drive, #278 PAGE 1 OF 1 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation _ PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11128112 COMPLETED 11128/12 GROUND ELEVATION 886,7 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave-in Depth of 12 feet ~^ W p 0 aO O 0 MATERIAL DESCRIPTION w WM 2Z N o Ww > O O� K 3z� 0]¢ mOZ W �c w v" d 3 ~" Z o, }" of ♦ SPT N VALUE 20 40 60 80 PL MC LL • i 20 40 60 80 [I FINES CONTENT ( %) ❑ 20 40 60 80 — Lean Clay, slightly organic, black, moist. (Topsoil) AU ' (CL) Sandy Lean Clay, trace Gravel, brown and grey with rust stains, moist, stiff to very stiff. (Glacial Till) 31/4 • _i... _..:....... U SS 65 -5- 414) 5 3 66 (13) 23/4 L 67SS (17) (17) 10 3 �,.. U68 5-8-9 (17) SS 7-8 -12 L69 (20) 15 70 (21) Bottom of borehole at 16.0 feet. BORING NUMBER TH -07 }-( G❑ Haugo GeoTechnical Services, LLC PAGE 1 OF 1 G 13570 Grove Drive, #278 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberly at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11/28/12 COMPLETED 11/28112 GROUND ELEVATION 892.9 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 14 feet �-- 0 U 0 Q O MATERIAL DESCRIPTION w m 0-Z y e Y _ wo > O¢ OM Cog 3z� mOZ `" Z w a He w V" a r=te z a }'-' M ♦ SPT N VALUE 20 40 60 80 PL MC LL • 20 40 60 80 0 FINES CONTENT ( %) ❑ 20 40 60 80 — Sandy Clay, slightly organic, black, moist. (Topsoil) AU (CL) Sandy Lean Clay, trace Gravel, brown and grey with rust 57 stains, moist, rather stiff to very stiff. (Glacial Till) - SS 4-4 -5 58 (9) 5 2114 •. U59 4-4-6 (10) F 6 -7 -7 SO (14) �.... 10 2 SS 61 5.7 -9 (16) '. C 4 -7 -8 62SS (15) 15 2112 K63 SS 8-8-10 (18) Bottom of borehole at 16.0 feet. BORING NUMBER TH -08 (y❑ Haugo GeoTechnical Services, LLC PAGE 1 OF 1 13570 Grove Drive, #278 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11/28112 COMPLETED 11/28/12 GROUND ELEVATION 873.9 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 13 112 f o. a r 0 _0 Q O MATERIAL DESCRIPTION w a �m Z e wm > 0 0� w Oz� 0¢ m0> CJ ? Z w Fc w 42 ,— 0 r ~= z a �" m0 ♦ SPT N VALUE 20 40 60 80 PL MC LL 20 40 60 80 ❑ FINES CONTENT ( %) ❑ 20 40 60 80 — Silty Clay, slightly organic, black, moist. (Topsoil) AU 29 (CL) Sandy Lean Clay, trace Gravel, brown and grey to 14 feet then dark grey, moist, medium to stiff. (Glacial Till) 2-4 -5 CS30S (9) .. 5 2 SS U S 2 -3-4 (7) SS 2 -2d C 10 21/2 SS 33 3 -4-6 (10) SS 5-6-8 34 (14) 15 3 KS3 S-8. 5 (16) Bottom of borehole at 16.0 feet. �© Haugo GeoTechnical Services, LLC BORING NUMBERTH -09 13570 Grove Drive, #278 PAGE 1 OF 1 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12,398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11/28/12 COMPLETED 11/28/12 GROUND ELEVATION 875.4 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING — Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave -in Depth of 13 feet az w p 0 O aw O MATERIAL DESCRIPTION W of wm 2 Z o } wo > O 00 of rn w Oz� O Q m O Z W �c w 2 v' d F ~c z a D— of ♦ SPT N VALUE 20 40 60 80 PL MC LL • i 20 40 60 80 ❑ FINES CONTENT ( %) ❑ 20 40 60 80 — Silly Clay, slightly organic, with roots, dark brown, moist. (Topsoil) AU r36 '. (CL) Sandy Lean Clay, trace Gravel, brown and grey to 14 feet then dark grey, moist, rather stiff to stiff. (Glacial Till) L 37 5 -7E (13) 4 ... :__. 5 - ' -- K S S(11) -6- 38 2 1/2 .. SS 39 3 -5 -7 (12) 10 _..__ SS V40 6 -7E (13) 21/2 SS 41 5 -7 -7 (14) 15 SS 42 (15) (15) 31/2 :... _ .. Bottom of borehole at 16.0 feet. BORING NUMBER TH -10 Haugo GeoTechnical Services, LLC PAGE 1 OF 1 WAG❑ 13570 Grove Drive, #278 Maple Grove, Minnesota 55311 CLIENT Lennar Corporation PROJECT NAME Liberty at Creek Side PROJECT NUMBER 12 -398 PROJECT LOCATION Chanhassen, Minnesota DATE STARTED 11128/12 COMPLETED 11/28/12 GROUND ELEVATION 869.3 ft (MSL) HOLE SIZE 3 1/4 inches DRILLING CONTRACTOR HGTS GROUND WATER LEVELS: DRILLING METHOD Hollow Stem Auger and Split Spoon Sampler AT TIME OF DRILLING — Not Encountered LOGGED BY DAB CHECKED BY JLW AT END OF DRILLING --Not Encountered NOTES AFTER DRILLING — Not Encountered at the Cave-in Depth of 15 feet w o r A SPT N VALUE W 5 20 40 60 80 PL MC LL a 0 MATERIAL DESCRIPTION g > O 4 j¢ w y z a • i p Z O m O Z V" 20 40 60 80 y K `" d ❑ FINES CONTENT ( %) 0 0 20 40 60 80 — Clay, slightly organic, with roots and fibers, black, moist. (Topsoil) AU 43 SS 3-45 0 44 (9) 5 as — C45 IS 2 -2 -3 (CL) Sandy Lean Clay, trace Gravel, grey, wet, soft to rather soft. (Glacial Till) (5) 1 SS 1 -1 -2 46 (3) __.. ... 10 1 -2 -2 L47 (4) 3/4 1 1/4 t 2 -2 -3 48SS (5) I. 15 SS -3 2-23 11/4 (5) Bottom of borehole at 16.0 feet. - • • t • 0 Ir Standard D 2487 - DO Classification of Sails for Engineering Purposes (Unified Soil Classification System) Criteria for Assigning Group Symbols and Soils Classification Group Names Using Laboratory Tests ' Group 3' to 12' Symbol! Group Name ° Medium Gravels Clean Gravels C. 2 A and 1 _C'S 3 I GW Weli- q!aoea gravel 'c a MO'E tba0 5;3, if 'parse hadlon 511 a( less Fines • C,< 4 axior + > C,> 3 c GP Pood' a rave' > A' 9 ,yy u V -ny� retained on Gravels with Fines Finesdassn as MLWMM GM Sir, ravel''+ c ` - No 4 .eve More man 12`c. brie. ` Fines nassM as CL I GO Claver, orarvill, "'c 4114 n Santa Clean Sands C, 2 6 anc 1 <-C, 50. SW Vveb- graded sarld- + m o e c = 50% or more of 51. Or less fines C,<S Senator i > C > 3 c SP Pxrly gfadetl sans' rojm Coarse '(War, Passes $andE with {ineE FmeiClasVly as MLWMH $M Slay sarx!'s' SC No a sent I Llae man 12% Fries Jessdy as CL a CH $G w Silva and Clays InorganK I PI > 7 and pica On W above 'A' brie r CL - - 00 i Liquid k,.1 PI < 4 Or pall w-r'A' line' ML J -,_ -_- LMu -01-n t oven pried O:gamc < 0 75 u m n less fnan 59 OL On gall' a g MN or OH Liquid Jim,[. rip died OL grgam' a qq m E Sits and clays PI pb15 0n Dr abDrt'A' 1 •re Inorgan4 CH Fa: clan ' MH ElasIK sat' - c z LgYrJ qmA PI p6;5 below -A' Lne OrMmc Liquid limn - oven Oleo it 975 OH Organc Gay' -' W o 50 of more LwYd Amit -trot dried OH organic Sur WQNy Organic $DIIS Primarnly O'QanK matter OdrL N COIOr and Organic POW I Pt Peat Beseaa.Ue. .atuvlwanpne �r.;5m�ue.e t a Mq aamF! s+a*et (atOef n !»f.Mrs n opt ads .nr dare a nl.1,eP1 n born to gmlq ^ant D,,, D., C -o' D.. , Da. r Cfear arfg,ek, 5X San, art -..r sae, l'. y04 writ c Ga.earo.: n; •. 6, 70.1 v- I r sl- -uva GNtGEa +eo.V.ow 211 wa. a< GW.GC wplprada g�� won c >. G('oil .c 1.11 Vaa l If" w-exn lift 0, a rres cuaat, a Ct All .ae o,x aymav CC-GM m SC SM cir p Clrwaaeagn< em +n-apau awl xvo, to e n n tar cave.ts 2 tcX Va.el Oda wnn gravel ro VtK ram Sena wm5n12'. ires,wwveOi3tnOaS Svi SM rMayrarN- ar'ad. Syvsc wea.gaao.sa^:v.an cal SP -SN Pbary Vasa( M^S wen si: SPat Pv' P� wr+tr c:ay l If Anemxp hint, safe fI rycnW Yea sal K a Cl -Ml aTy oil. 1. yao1NW131LIP2!•Xp . aN^.'1.'1L ' ffiIMP.. tyvl a'R.ng'a.nr wn<jgarn Va�1.'We a blrTa•.n23.lY MN0 20D ra'b.fMn> 4W ail a=q' bOalOupla n nsafcaravn2 ]0'aP1ta NP t00Yarx.rlvnv pave add 9ava'Iy ee Vol•,v+", PI 2 4 arc lyye an O a! -A vie o PI <4a Wa r- R lia, I A F Pl pqa to a eA ie 4 q PI nP:s WrU+ a If BO so IL 40 X O 30 Yom" 20 a 10 7 0 0 0 10 i6 - 20 30 40 S9 64 70 -- a0 90 100 110 Liquid Limit (LLI Panicle Size identification Boulders over 12- COobles 3' to 12' Grave Medium Clause _ 3/4 10 3' Fine - -. No 410314' solid `Poly SM. _.. Coarse ...... No 4 10 NO 10 Lledism No ',OW NO 40 Fine NO 40 to No 200 Sin <No 200 PI<4or P200 below 'A'nne CWv . <No 200 P124and on or Above A' line V1` O MN or OH ML or DL tt.m .' Panicle Size identification Boulders over 12- COobles 3' to 12' Grave Medium Clause _ 3/4 10 3' Fine - -. No 410314' solid `Poly SM. _.. Coarse ...... No 4 10 NO 10 Lledism No ',OW NO 40 Fine NO 40 to No 200 Sin <No 200 PI<4or P200 below 'A'nne CWv . <No 200 P124and on or Above A' line Relative Density of Cohersioniess Soils -, �t6se C 10 4 BPF jcse 510 10 BPF IAodium dense 11 10 30 BPF Dense _ - 31 to 50 Spr Very dense . orw 50 BPF Consistency of Cohesive Solis very sob 0 to I SPF Solt 2 to 3 BPF Rather sin; . _ . _. _ _. 4 to S BPF Medium 6!0 a BPF Ratner St." .. 9 b 12 BPF SnS 13 t0 16 BPF `Poly SM. _.. 17 to 30 BPF Hato oval 30 BPF Drilling Notes Slanoa.P penetration test borings were acNanoed by 3 V4' V 6 Ito' ID h011ow -Sleet augers unless noted otherwise Jehng water was used 10 Jean out bagel Pfror to samo6ng only where indicated on If Slanoard peunfaton Zest boll aft designated by one prefn 'ST' (SOm tube) All samples were tae in vnlh the standard 2'00 said -tube sample, except where Mild Power eager DOnnga wale advAlKEd try 4' Cis dumneerf oon!mudi flight Sold Slem augers Sal l;assAitt»trona and SOaM deems were ln- InreC tfOm Pn5iW0ed 58rW1e5 auger!: tr the sYrlade ofd Are. la mtoe. 50mewrlal apWOxnmale Pori auger bW,ngs are designated try the Pleb. _B Hand auger bnm95 were advanced manually arm a 1 12' W 3 v4' Z male, auger and were IvalN r 10 the dePth 1'M which toe auger could manutily wYldmvin Hard auger bwngs ate nndlcaled oy me oteru H BPF: Numbers indicate Slows per foot recorde0n standard penecalar1 test also known as'N- value. Tyre sampler.eaa set 6' x40 Unmstwbed icvl ltebw ml nWOws!em dugef Driving resistancesveretflencOUnfed for Second and send 6- Increments and added to get BPF Where they dlnered SgndKantly may are reported.n this following form 2/12 for me second and;Mrd 6 increments nareat Ve!y WH: VM e.O,cAres the sampler Defoliated Sol; under weght of rarnmer and l;tle alone coning "required VIA. Wet rK),ailes me sarnden penetrated soil under wergnt 01 rods a',one hari weTm and driving noreOUneo TW Indrewea Ih,n waited IundW iabe.d) tuPe tangle Ae. "I, Laboratory Tests We. An less were run in general accomance wilt aranci bie ASTM bD Dn der.Slry pct qC grgaoK COmen1 5:8003,05 WD Wet density. lid S Percent Of Saturalan t, MC Natural moisture content ':, SG Specify gravity LL LIQmId 1-14 :, C Co`eswn al PL P;as!K fir('? 0 Angie of internal innlon Pt PlaViCily .nde. `.. qu Un Minec cam(Yessall suengm Fist P200 •'. Pli io(i s,e've SIP POCl n penetrometer strength 1st Ae. "I,