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Stormwater ReportSheet Number CHILDREN'S DESIGN GROUP Designed: SEG 9óL{Ç Drawn: SEG PRIMROSE SCHOOL Approved: MCB CHANHASSEN, MN Issued: 01/10/2012 Project No. Rev.: EXISTING DRAINAGE Date: CHI19063 Sheet Number CHILDREN'S DESIGN GROUP Designed: SEG twht Drawn: SEG PRIMROSE SCHOOL Approved: MCB CHANHASSEN, MN Issued: 01/10/2012 Project No. Rev.: PROPOSED DRAINAGE Date: CHI19063 Q 4 Fyjtujoh!Tupsn!Qpoe Svopgg!up!Tupsn!Qpoe 3 X FY 2 Ejsfdu!Svopgg Xfumboe UUM!FY Svopgg!up!Xfumboe Mjol Esbjobhf!Ejbhsbn!gps!2:174.Qsjnsptf!Fyjtujoh!Esbjobhf Tvcdbu Sfbdi Qpoe Qsfqbsfe!cz!Njdsptpgu-!!Qsjoufe!203803123 IzespDBE∞!:/21!!t0o!12886!!´!3121!IzespDBE!Tpguxbsf!Tpmvujpot!MMD 2:174.Qsjnsptf!Fyjtujoh!Esbjobhf Qsfqbsfe!cz!Njdsptpgu!!Qsjoufe!!203803123 IzespDBE∞!:/21!!t0o!12886!!´!3121!IzespDBE!Tpguxbsf!Tpmvujpot!MMD Qbhf!3 Bsfb!Mjtujoh!)bmm!opeft* BsfbDOEftdsjqujpo )bdsft*)tvcdbudinfou.ovncfst* 2/:8985?86&!Hsbtt!dpwfs-!Hppe-!ITH!D!!)2-!3-!4* 2/:89UPUBM!BSFB 2:174.Qsjnsptf!Fyjtujoh!Esbjobhf Qsfqbsfe!cz!Njdsptpgu!!Qsjoufe!!203803123 IzespDBE∞!:/21!!t0o!12886!!´!3121!IzespDBE!Tpguxbsf!Tpmvujpot!MMD Qbhf!4 Tpjm!Mjtujoh!)bmm!opeft* BsfbTpjmTvcdbudinfou )bdsft*HspvqOvncfst 1/111ITH!B 1/111ITH!C 2/:89ITH!D2-!3-!4 1/111ITH!E 1/111Puifs 2/:89UPUBM!BSFB 2:174.Qsjnsptf!Fyjtujoh!Esbjobhf Qsfqbsfe!cz!Njdsptpgu!!Qsjoufe!!203803123 IzespDBE∞!:/21!!t0o!12886!!´!3121!IzespDBE!Tpguxbsf!Tpmvujpot!MMD Qbhf!5 Qjqf!Mjtujoh!)bmm!opeft* Mjof$OpefJo.JowfsuPvu.JowfsuMfohuiTmpqfoEjbn0XjeuiIfjhiuGjmm Ovncfs)gffu*)gffu*)gffu*)gu0gu*)jodift*)jodift*)jodift* 2Q:1:/63:19/8459/11/12761/12126/11/11/1 2:174.Qsjnsptf!Fyjtujoh!EsbjobhfUzqf!JJ!35.is!3.zs!!Sbjogbmm>3/91# Qsfqbsfe!cz!Njdsptpgu!!Qsjoufe!!203803123 IzespDBE∞!:/21!!t0o!12886!!´!3121!IzespDBE!Tpguxbsf!Tpmvujpot!MMD Qbhf!6 Ujnf!tqbo>1/11.83/11!ist-!eu>1/12!ist-!8312!qpjout Svopgg!cz!TDT!US.31!nfuipe-!VI>TDT Sfbdi!spvujoh!cz!Tups.Joe,Usbot!nfuipe!!.!!Qpoe!spvujoh!cz!Tups.Joe!nfuipe Tvcdbudinfou!2;!Svopgg!up!Xfumboe Svopgg!Bsfb>84-283!tg!!!1/11&!Jnqfswjpvt!!!Svopgg!Efqui>1/89# !!!Gmpx!Mfohui>382(!!!Tmpqf>1/1361!(0(!!!Ud>32/4!njo!!!DO>85!!!Svopgg>2/3:!dgt!!1/221!bg Tvcdbudinfou!3;!Ejsfdu!Svopgg Svopgg!Bsfb>4-722!tg!!!1/11&!Jnqfswjpvt!!!Svopgg!Efqui>1/89# !!!Ud>7/1!njo!!!DO>85!!!Svopgg>1/22!dgt!!1/116!bg Tvcdbudinfou!4;!Svopgg!up!Tupsn!Qpoe Svopgg!Bsfb>:-471!tg!!!1/11&!Jnqfswjpvt!!!Svopgg!Efqui>1/89# !!!Gmpx!Mfohui>213(!!!Tmpqf>1/14:1!(0(!!!Ud>9/2!njo!!!DO>85!!!Svopgg>1/38!dgt!!1/125!bg Qpoe!Q;!Fyjtujoh!Tupsn!Qpoe Qfbl!Fmfw>:1:/:1(!!Tupsbhf>722!dg!!!Jogmpx>1/38!dgt!!1/125!bg !!!Qsjnbsz>1/11!dgt!!1/111!bg!!!Tfdpoebsz>1/11!dgt!!1/111!bg!!!Pvugmpx>1/11!dgt!!1/111!bg Qpoe!X;!Xfumboe!!!Jogmpx>2/3:!dgt!!1/221!bg !!!Qsjnbsz>2/3:!dgt!!1/221!bg Mjol!FY;!UUM!FY!!!Jogmpx>2/42!dgt!!1/226!bg !!!Qsjnbsz>2/42!dgt!!1/226!bg Upubm!Svopgg!Bsfb!>!2/:89!bd!!!Svopgg!Wpmvnf!>!1/23:!bg!!!Bwfsbhf!Svopgg!Efqui!>!1/89# 211/11&!Qfswjpvt!>!2/:89!bd!!!!!1/11&!Jnqfswjpvt!>!1/111!bd 2:174.Qsjnsptf!Fyjtujoh!EsbjobhfUzqf!JJ!35.is!3.zs!!Sbjogbmm>3/91# Qsfqbsfe!cz!Njdsptpgu!!Qsjoufe!!203803123 IzespDBE∞!:/21!!t0o!12886!!´!3121!IzespDBE!Tpguxbsf!Tpmvujpot!MMD Qbhf!7 Tvnnbsz!gps!Tvcdbudinfou!2;!Svopgg!up!Xfumboe Svopgg>2/3:!dgt!A!23/27!ist-!!Wpmvnf>1/221!bg-!!Efqui>1/89# Svopgg!cz!TDT!US.31!nfuipe-!VI>TDT-!Ujnf!Tqbo>!1/11.83/11!ist-!eu>!1/12!ist Uzqf!JJ!35.is!3.zs!!Sbjogbmm>3/91# Bsfb!)tg*DOEftdsjqujpo 84-28385?86&!Hsbtt!dpwfs-!Hppe-!ITH!D 84-283211/11&!Qfswjpvt!Bsfb UdMfohuiTmpqfWfmpdjuzDbqbdjuzEftdsjqujpo )njo*)gffu*)gu0gu*)gu0tfd*)dgt* 32/43821/13611/32 Tiffu!Gmpx-! 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SITE BACKGROUND The existing site is located south of the newly constructed MnDOT Highway 212 at the intersection of the recently re-routed Trunk Highway 101 and Lyman Boulevard in City of Chanhassen, Carver County, Minnesota. The existing site was recently re-graded due to the re-routing of Trunk Highway 101 and ranges in elevation from 906 to 928 with the higher elevations generally located on the east side of the property and lower elevations (existing wetland)on the west side. The wetland is bordered on the west side by a berm which slopes down to Highway 212 at about 3:1 and on the south side by a steep incline to Lyman Boulevard. The site is currently covered by pasture type vegetation Type soils; refer to the attached soils map. Prior to the new Highway 101 and 212 construction, the site was divided two major drainage areas (Existing Drainage West of Old Hwy 101 and Existing Drainage East of Old Hwy 101) separated by the old Highway 101 running north and south. The western drainage area drained west into wetland in the western portion of the site. The eastern drainage area, according to MNDOT, drained to a ditch on the east side of old Highway 101, then north through this ditch and into low lying areas that were present before the new Highway 212 was constructed. A third drainage area along the new Highway 101 has been modeled as offsite drainage in both the existing and proposed HydroCAD analyses. The drainage from this area has been accommodated i was included in both the existing and proposed HydroCAD analyses, it can be neglected from comparison because the existing and proposed conditions for pervious and impervious surfaces have been assumed to match. WATER QUALITY Only water from the commercial area west of old Highway 101 is required to be treated before being discharged to the wetland west of the site. The remaining storm water runoff from the commercial area east of the old Highway 101 is sent offsite to the MNDOT Brae Burn Pond east of the new Highway 101. The water quality pond at the northwest corner of the proposed site meets the NURP guidelines for storm water treatment of the commercial site west of the old Highway 101. The Walker Method target dead storage is 0.3 Ac-Ft. The HydroCAD stage storage data shows that the dead volume provided below the normal water level (909.8) is 0.31 Ac-Ft (Refer to the attached Walker Design Spreadsheets and HydroCAD stage storage printout for design basis.) It should be noted that the water quality pond also provides enough live storage to treat the water quality surfaces). (952) 937-5150 WESTWOOD PROFESSIONAL SERVICES, INC. SUMMARY The water quality pond provides skimming via the submerged outlet to the wetland and is designed such that the 100-Yr 24-Hr storm can pass through the outlet rather than overtopping the pond embankment. One foot of freeboard is provided between the 100-year high water level and the top of the pond embankment. RATE CONTROL Refer to the attached HydroCAD calculations for existing and proposed analysis and corresponding discharge rates. Rate control for the site is governed by MNDOT allowable discharges to the wetland and to their Brae Burn Pond system to the northeast. MNDOT has encountered seepage issues related to berm construction on the north side of the wetland. To avoid additional repercussions from seepage issues, MNDOT has stated that discharge rates to the wetland must remain equal to existing conditions. Further, MNDOT has stated that the wetland cannot bear any additional live storage above existing water levels. Only the drainage area west of the old Highway 101 can be sent to the wetland. The normal water level of the wetland is controlled by an existing saddle, or raised earthen berm, near the northeast corner of the wetland. Based on existing topography data, it is assumed that the top of the saddle is at an elevation of 907.5. This corresponds with the assumed normal water level of 907.5. Discharge from the wetland is directed over the saddle to an outlet control structure that drains to the MNDOT Highway 212 storm sewer system. Proposed storm water discharge rates to the wetland are equal to or less than the existing rates. The proposed volume to the wetland does not increase significantly enough to impact drainage to the MNDOT Highway 212 one reason being that the peak water elevations are less than or equal to the existing elevations in corresponding storm events. The following table summarizes existing and proposed discharge rates and volumes to the wetland and the peak elevations of the wetland. Existing Conditions Post Development 1 yr 2 yr 10 yr 100 yr 1 yr 2 yr 10 yr 100 yr Discharge to 13.2 15.8 24.6 36.2 13.2 15.7 23.7 34.3 wetland (cfs) Volume discharges to 0.74 0.93 1.58 2.47 0.67 0.83 1.57 2.56 wetland (ac-ft) Peak Elevation of 907.66 907.69 907.79 907.94 907.66 907.69 907.77 907.89 wetland (ft) Rate control for the drainage area east of the old Highway 101 is governed by discharges shown in MNDOT calculations and plans for the Brae Burn Pond storm sewer system. MNDOT designed an inlet (Structure 3942 refer to attached MNDOT construction plans) that can accommodate up to 12 acres of drainage and a 10-yr design flow of 42 cfs. It is assumed that rate control for the 2yr- and 100yr- storms will be accommodated in the MNDOT system and/or in overland overflows that eventually lead to the Brae Burn Pond. (952) 937-5150 WESTWOOD PROFESSIONAL SERVICES, INC. SUMMARY Below is a summary of 10-yr MNDOT allowable and Proposed Discharge to MNDOT from the commercial area east of the old Highway 101: MNDOT Allowable Proposed 10 yr (cfs) 10 yr (cfs) 42.0 35.4 Drainage to MNDOT Structure 3942 EROSION CONTROL Silt fence, riprap, sediment filters at all inlets, seeding, and fiber blanket placement are some of the erosion control measures being proposed. Rock construction entrances are also standard. (See the enclosed grading and erosion control plan for additional information.) CONSTRUCTION SCHEDULE An estimated schedule includes grading and utility work to start in the Spring of 2008 with the entire mass grading to be completed that summer. This is a phased project. The necessary utility infrastructure will be completed with the grading. (952) 937-5150 WESTWOOD PROFESSIONAL SERVICES, INC. DETAILS EXISTING CONDITIONS 08-02-27 Existing and Proposed Conditions Prepared by {enter your company name here} Page 1 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Area Listing (selected nodes) Area (acres)CNDescription (subcats) 4.46065Woods/grass comb., Fair, HSG B (3S) 5.29569Pasture/grassland/range, Fair, HSG B (2S) 2.09074>75% Grass cover, Good, HSG C (1S) 5.29579Pasture/grassland/range, Fair, HSG C (2S) 0.31098Paved parking & roofs (2S) 3.300100Assumed Surface of Normal Water Level (4S) 20.750 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 2 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff Area=2.090 ac Runoff Depth=0.53" Tc=15.0 min CN=74 Runoff=1.25 cfs 0.092 af Subcatchment 2S: Existing Drainage to MNDOT East of Old Runoff Area=10.900 ac Runoff Depth=0.56" Tc=20.0 min CN=75 Runoff=6.00 cfs 0.513 af Subcatchment 3S: Existing Drainage to Wetland West of Old Runoff Area=4.460 ac Runoff Depth=0.24" Tc=20.0 min CN=65 Runoff=0.63 cfs 0.090 af Subcatchment 4S: Existing Wetland Runoff Area=3.300 ac Runoff Depth=2.35" Tc=0.0 min CN=100 Runoff=13.19 cfs 0.646 af Pond 5P: Ex. Wetland (with outlet to MND Peak Elev=907.66' Storage=22,663 cf Inflow=13.19 cfs 0.737 af Outflow=0.36 cfs 0.394 af 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 3 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff=1.25 cfs @ 12.09 hrs, Volume=0.092 af, Depth=0.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 2.09074>75% Grass cover, Good, HSG C 2.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 2S: Existing Drainage to MNDOT East of Old Hwy 101 Runoff=6.00 cfs @ 12.15 hrs, Volume=0.513 af, Depth=0.56" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 5.29569Pasture/grassland/range, Fair, HSG B 5.29579Pasture/grassland/range, Fair, HSG C 0.31098Paved parking & roofs 10.90075Weighted Average 10.590Pervious Area 0.310Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 3S: Existing Drainage to Wetland West of Old Hwy 101 Runoff=0.63 cfs @ 12.20 hrs, Volume=0.090 af, Depth=0.24" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 4.46065Woods/grass comb., Fair, HSG B 4.460Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 4 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 4S: Existing Wetland Runoff=13.19 cfs @ 11.90 hrs, Volume=0.646 af, Depth=2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 3.300100Assumed Surface of Normal Water Level 3.300Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Pond 5P: Ex. Wetland (with outlet to MNDOT) Inflow Area =7.760 ac, Inflow Depth = 1.14" for 1 yr 24 hr event Inflow=13.19 cfs @ 11.90 hrs, Volume=0.737 af Outflow=0.36 cfs @ 14.46 hrs, Volume=0.394 af, Atten= 97%, Lag= 153.5 min Primary=0.36 cfs @ 14.46 hrs, Volume=0.394 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.66' @ 14.46 hrs Surf.Area= 140,578 sf Storage= 22,663 cf Plug-Flow detention time= 677.4 min calculated for 0.394 af (53% of inflow) Center-of-Mass det. time= 529.6 min ( 1,273.6 - 744.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 5 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Primary OutFlow Max=0.36 cfs @ 14.46 hrs HW=907.66' (Free Discharge) 1=Culvert (Passes 0.36 cfs of 2.53 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 0.36 cfs @ 0.59 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 6 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff Area=2.090 ac Runoff Depth=0.78" Tc=15.0 min CN=74 Runoff=1.99 cfs 0.137 af Subcatchment 2S: Existing Drainage to MNDOT East of Old Runoff Area=10.900 ac Runoff Depth=0.83" Tc=20.0 min CN=75 Runoff=9.40 cfs 0.756 af Subcatchment 3S: Existing Drainage to Wetland West of Old Runoff Area=4.460 ac Runoff Depth=0.42" Tc=20.0 min CN=65 Runoff=1.44 cfs 0.155 af Subcatchment 4S: Existing Wetland Runoff Area=3.300 ac Runoff Depth=2.80" Tc=0.0 min CN=100 Runoff=15.72 cfs 0.770 af Pond 5P: Ex. Wetland (with outlet to MND Peak Elev=907.69' Storage=26,713 cf Inflow=15.76 cfs 0.925 af Outflow=0.64 cfs 0.581 af 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 7 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff=1.99 cfs @ 12.08 hrs, Volume=0.137 af, Depth=0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 2.09074>75% Grass cover, Good, HSG C 2.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 2S: Existing Drainage to MNDOT East of Old Hwy 101 Runoff=9.40 cfs @ 12.15 hrs, Volume=0.756 af, Depth=0.83" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 5.29569Pasture/grassland/range, Fair, HSG B 5.29579Pasture/grassland/range, Fair, HSG C 0.31098Paved parking & roofs 10.90075Weighted Average 10.590Pervious Area 0.310Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 3S: Existing Drainage to Wetland West of Old Hwy 101 Runoff=1.44 cfs @ 12.17 hrs, Volume=0.155 af, Depth=0.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 4.46065Woods/grass comb., Fair, HSG B 4.460Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 8 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 4S: Existing Wetland Runoff=15.72 cfs @ 11.90 hrs, Volume=0.770 af, Depth=2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 3.300100Assumed Surface of Normal Water Level 3.300Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Pond 5P: Ex. Wetland (with outlet to MNDOT) Inflow Area =7.760 ac, Inflow Depth = 1.43" for 2 yr 24 hr event Inflow=15.76 cfs @ 11.90 hrs, Volume=0.925 af Outflow=0.64 cfs @ 13.55 hrs, Volume=0.581 af, Atten= 96%, Lag= 99.1 min Primary=0.64 cfs @ 13.55 hrs, Volume=0.581 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.69' @ 13.55 hrs Surf.Area= 140,710 sf Storage= 26,713 cf Plug-Flow detention time= 591.4 min calculated for 0.580 af (63% of inflow) Center-of-Mass det. time= 462.5 min ( 1,212.5 - 750.0 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 9 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Primary OutFlow Max=0.64 cfs @ 13.55 hrs HW=907.69' (Free Discharge) 1=Culvert (Passes 0.64 cfs of 2.61 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 0.64 cfs @ 0.71 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 10 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff Area=2.090 ac Runoff Depth=1.74" Tc=15.0 min CN=74 Runoff=4.69 cfs 0.304 af Subcatchment 2S: Existing Drainage to MNDOT East of Old Runoff Area=10.900 ac Runoff Depth=1.82" Tc=20.0 min CN=75 Runoff=21.78 cfs 1.651 af Subcatchment 3S: Existing Drainage to Wetland West of Old Runoff Area=4.460 ac Runoff Depth=1.15" Tc=20.0 min CN=65 Runoff=5.18 cfs 0.426 af Subcatchment 4S: Existing Wetland Runoff Area=3.300 ac Runoff Depth=4.20" Tc=0.0 min CN=100 Runoff=23.58 cfs 1.155 af Pond 5P: Ex. Wetland (with outlet to MND Peak Elev=907.79' Storage=41,106 cf Inflow=24.57 cfs 1.581 af Outflow=2.00 cfs 1.233 af 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 11 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff=4.69 cfs @ 12.08 hrs, Volume=0.304 af, Depth=1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 2.09074>75% Grass cover, Good, HSG C 2.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 2S: Existing Drainage to MNDOT East of Old Hwy 101 Runoff=21.78 cfs @ 12.13 hrs, Volume=1.651 af, Depth=1.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 5.29569Pasture/grassland/range, Fair, HSG B 5.29579Pasture/grassland/range, Fair, HSG C 0.31098Paved parking & roofs 10.90075Weighted Average 10.590Pervious Area 0.310Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 3S: Existing Drainage to Wetland West of Old Hwy 101 Runoff=5.18 cfs @ 12.15 hrs, Volume=0.426 af, Depth=1.15" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 4.46065Woods/grass comb., Fair, HSG B 4.460Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 12 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 4S: Existing Wetland Runoff=23.58 cfs @ 11.90 hrs, Volume=1.155 af, Depth=4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 3.300100Assumed Surface of Normal Water Level 3.300Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Pond 5P: Ex. Wetland (with outlet to MNDOT) Inflow Area =7.760 ac, Inflow Depth = 2.44" for 10 yr 24 hr event Inflow=24.57 cfs @ 11.90 hrs, Volume=1.581 af Outflow=2.00 cfs @ 12.76 hrs, Volume=1.233 af, Atten= 92%, Lag= 51.5 min Primary=2.00 cfs @ 12.76 hrs, Volume=1.233 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.79' @ 12.76 hrs Surf.Area= 141,178 sf Storage= 41,106 cf Plug-Flow detention time= 448.5 min calculated for 1.233 af (78% of inflow) Center-of-Mass det. time= 352.7 min ( 1,113.2 - 760.5 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 13 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Primary OutFlow Max=2.00 cfs @ 12.76 hrs HW=907.79' (Free Discharge) 1=Culvert (Passes 2.00 cfs of 2.86 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 2.00 cfs @ 1.04 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 14 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff Area=2.090 ac Runoff Depth=3.10" Tc=15.0 min CN=74 Runoff=8.40 cfs 0.540 af Subcatchment 2S: Existing Drainage to MNDOT East of Old Runoff Area=10.900 ac Runoff Depth=3.20" Tc=20.0 min CN=75 Runoff=38.76 cfs 2.904 af Subcatchment 3S: Existing Drainage to Wetland West of Old Runoff Area=4.460 ac Runoff Depth=2.28" Tc=20.0 min CN=65 Runoff=11.03 cfs 0.847 af Subcatchment 4S: Existing Wetland Runoff Area=3.300 ac Runoff Depth=5.90" Tc=0.0 min CN=100 Runoff=33.12 cfs 1.622 af Pond 5P: Ex. Wetland (with outlet to MND Peak Elev=907.94' Storage=62,076 cf Inflow=36.19 cfs 2.469 af Outflow=3.21 cfs 2.119 af 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 15 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 1S: Existing Offsite Drainage to New Hwy 101 Runoff=8.40 cfs @ 12.07 hrs, Volume=0.540 af, Depth=3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 2.09074>75% Grass cover, Good, HSG C 2.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 2S: Existing Drainage to MNDOT East of Old Hwy 101 Runoff=38.76 cfs @ 12.13 hrs, Volume=2.904 af, Depth=3.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 5.29569Pasture/grassland/range, Fair, HSG B 5.29579Pasture/grassland/range, Fair, HSG C 0.31098Paved parking & roofs 10.90075Weighted Average 10.590Pervious Area 0.310Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 3S: Existing Drainage to Wetland West of Old Hwy 101 Runoff=11.03 cfs @ 12.13 hrs, Volume=0.847 af, Depth=2.28" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 4.46065Woods/grass comb., Fair, HSG B 4.460Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 16 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Subcatchment 4S: Existing Wetland Runoff=33.12 cfs @ 11.90 hrs, Volume=1.622 af, Depth=5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 3.300100Assumed Surface of Normal Water Level 3.300Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Pond 5P: Ex. Wetland (with outlet to MNDOT) Inflow Area =7.760 ac, Inflow Depth = 3.82" for 100 yr 24 hr event Inflow=36.19 cfs @ 11.90 hrs, Volume=2.469 af Outflow=3.21 cfs @ 12.77 hrs, Volume=2.119 af, Atten= 91%, Lag= 52.1 min Primary=3.21 cfs @ 12.77 hrs, Volume=2.119 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.94' @ 12.77 hrs Surf.Area= 141,857 sf Storage= 62,076 cf Plug-Flow detention time= 375.0 min calculated for 2.119 af (86% of inflow) Center-of-Mass det. time= 304.4 min ( 1,069.7 - 765.3 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 17 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 2/29/2008 Primary OutFlow Max=3.21 cfs @ 12.77 hrs HW=907.94' (Free Discharge) 1=Culvert (Inlet Controls 3.21 cfs @ 4.09 fps) 2=Broad-Crested Rectangular Weir (Passes 3.21 cfs of 4.91 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) PROPOSED CONDITIONS 08-02-27 Existing and Proposed Conditions Prepared by {enter your company name here} Page 1 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Area Listing (selected nodes) Area (acres)CNDescription (subcats) 3.30058Woods/grass comb., Good, HSG B (15S) 2.24061>75% Grass cover, Good, HSG B (6S,18S) 3.57074>75% Grass cover, Good, HSG C (17S,18S) 8.62098Paved parking & roofs (6S,18S) 3.300100Surface of Normal Water Level (16S) 21.030 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 2 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 6S: Proposed Commercial Site West of Old Hw Runoff Area=1.970 ac Runoff Depth=1.19" Tc=15.0 min CN=87 Runoff=3.03 cfs 0.195 af Subcatchment 15S: Upland Area Surounding Wetland Runoff Area=3.300 ac Runoff Depth=0.10" Tc=20.0 min CN=58 Runoff=0.06 cfs 0.027 af Subcatchment 16S: Wetland Runoff Area=3.300 ac Runoff Depth=2.35" Tc=0.0 min CN=100 Runoff=13.19 cfs 0.646 af Subcatchment 17S: Proposed Offsite Drainage to New Hwy 10 Runoff Area=1.090 ac Runoff Depth=0.53" Tc=15.0 min CN=74 Runoff=0.65 cfs 0.048 af Subcatchment 18S: Commercial Site East of Old Hwy 101 (Dr Runoff Area=11.370 ac Runoff Depth=1.19" Tc=20.0 min CN=87 Runoff=14.98 cfs 1.124 af Pond 6P: Wetland (with outlet to MNDOT)Peak Elev=907.65' Storage=21,571 cf Inflow=13.19 cfs 0.674 af Outflow=0.30 cfs 0.332 af Pond 9P: Proposed Water Quality Pond Peak Elev=911.05' Storage=22,143 cf Inflow=3.03 cfs 0.195 af Outflow=0.00 cfs 0.000 af Total Runoff Area = 21.030 ac Runoff Volume = 2.041 af Average Runoff Depth = 1.16" 43.32% Pervious Area = 9.110 ac 56.68% Impervious Area = 11.920 ac 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 3 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Subcatchment 6S: Proposed Commercial Site West of Old Hwy 101 (Drainage to Water Quality Pond) Runoff=3.03 cfs @ 12.07 hrs, Volume=0.195 af, Depth=1.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 1.37098Paved parking & roofs 0.60061>75% Grass cover, Good, HSG B 1.97087Weighted Average 0.600Pervious Area 1.370Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 15S: Upland Area Surounding Wetland Runoff=0.06 cfs @ 12.56 hrs, Volume=0.027 af, Depth=0.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 3.30058Woods/grass comb., Good, HSG B 3.300Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 16S: Wetland [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=13.19 cfs @ 11.90 hrs, Volume=0.646 af, Depth=2.35" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 3.300100Surface of Normal Water Level 3.300Impervious Area 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 4 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Subcatchment 17S: Proposed Offsite Drainage to New Hwy 101 Runoff=0.65 cfs @ 12.09 hrs, Volume=0.048 af, Depth=0.53" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 1.09074>75% Grass cover, Good, HSG C 1.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 tchment 18S: Commercial Site East of Old Hwy 101 (Drainage Direct to MNDOT Brae Burn Pond Storm a Runoff=14.98 cfs @ 12.13 hrs, Volume=1.124 af, Depth=1.19" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 1 yr 24 hr Rainfall=2.35" Area (ac)CNDescription 7.25098Paved parking & roofs 1.64061>75% Grass cover, Good, HSG B 2.48074>75% Grass cover, Good, HSG C 11.37087Weighted Average 4.120Pervious Area 7.250Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Pond 6P: Wetland (with outlet to MNDOT) Inflow Area =8.570 ac, Inflow Depth = 0.94" for 1 yr 24 hr event Inflow=13.19 cfs @ 11.90 hrs, Volume=0.674 af Outflow=0.30 cfs @ 14.51 hrs, Volume=0.332 af, Atten= 98%, Lag= 156.5 min Primary=0.30 cfs @ 14.51 hrs, Volume=0.332 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.65' @ 14.51 hrs Surf.Area= 140,542 sf Storage= 21,571 cf Plug-Flow detention time= 711.2 min calculated for 0.332 af (49% of inflow) Center-of-Mass det. time= 557.4 min ( 1,285.5 - 728.0 ) 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 5 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 Primary OutFlow Max=0.30 cfs @ 14.51 hrs HW=907.65' (Free Discharge) 1=Culvert (Passes 0.30 cfs of 2.51 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 0.30 cfs @ 0.55 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Pond 9P: Proposed Water Quality Pond Inflow Area =1.970 ac, Inflow Depth = 1.19" for 1 yr 24 hr event Inflow=3.03 cfs @ 12.07 hrs, Volume=0.195 af Outflow=0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 909.80' Surf.Area= 6,070 sf Storage= 13,657 cf Peak Elev= 911.05' @ 24.84 hrs Surf.Area= 7,580 sf Storage= 22,143 cf (8,486 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1902.20'39,378 cf Listed below (Recalc) 08-02-27 Existing and Proposed ConditionsType II 24-hr 1 yr 24 hr Rainfall=2.35" Prepared by {enter your company name here} Page 6 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 902.203000 904.00389377377 906.001,1531,5421,919 908.002,3203,4735,392 909.005,1963,7589,150 910.006,2895,74314,893 912.008,75815,04729,940 913.0010,1199,43939,378 DeviceRouting InvertOutlet Devices 12.0" x 56.0' long Culvert #1Primary909.50'RCP, square edge headwall, Ke= 0.500 Outlet Invert= 908.50' S= 0.0179 '/' Cc= 0.900 n= 0.013 8.0" Vert. Orifice/Grate #2Device 3909.80'C= 0.600 4.0' long Sharp-Crested Rectangular Weir #3Device 1911.40'2 End Contraction(s) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.80' TW=907.50' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 0.37 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 7 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 6S: Proposed Commercial Site West of Old Hw Runoff Area=1.970 ac Runoff Depth=1.57" Tc=15.0 min CN=87 Runoff=3.99 cfs 0.257 af Subcatchment 15S: Upland Area Surounding Wetland Runoff Area=3.300 ac Runoff Depth=0.21" Tc=20.0 min CN=58 Runoff=0.28 cfs 0.058 af Subcatchment 16S: Wetland Runoff Area=3.300 ac Runoff Depth=2.80" Tc=0.0 min CN=100 Runoff=15.72 cfs 0.770 af Subcatchment 17S: Proposed Offsite Drainage to New Hwy 10 Runoff Area=1.090 ac Runoff Depth=0.78" Tc=15.0 min CN=74 Runoff=1.04 cfs 0.071 af Subcatchment 18S: Commercial Site East of Old Hwy 101 (Dr Runoff Area=11.370 ac Runoff Depth=1.57" Tc=20.0 min CN=87 Runoff=19.81 cfs 1.484 af Pond 6P: Wetland (with outlet to MNDOT)Peak Elev=907.68' Storage=24,981 cf Inflow=15.72 cfs 0.828 af Outflow=0.52 cfs 0.485 af Pond 9P: Proposed Water Quality Pond Peak Elev=911.39' Storage=24,853 cf Inflow=3.99 cfs 0.257 af Outflow=0.00 cfs 0.000 af Total Runoff Area = 21.030 ac Runoff Volume = 2.640 af Average Runoff Depth = 1.51" 43.32% Pervious Area = 9.110 ac 56.68% Impervious Area = 11.920 ac 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 8 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Subcatchment 6S: Proposed Commercial Site West of Old Hwy 101 (Drainage to Water Quality Pond) Runoff=3.99 cfs @ 12.07 hrs, Volume=0.257 af, Depth=1.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 1.37098Paved parking & roofs 0.60061>75% Grass cover, Good, HSG B 1.97087Weighted Average 0.600Pervious Area 1.370Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 15S: Upland Area Surounding Wetland Runoff=0.28 cfs @ 12.23 hrs, Volume=0.058 af, Depth=0.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 3.30058Woods/grass comb., Good, HSG B 3.300Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 16S: Wetland [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=15.72 cfs @ 11.90 hrs, Volume=0.770 af, Depth=2.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 3.300100Surface of Normal Water Level 3.300Impervious Area 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 9 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Subcatchment 17S: Proposed Offsite Drainage to New Hwy 101 Runoff=1.04 cfs @ 12.08 hrs, Volume=0.071 af, Depth=0.78" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 1.09074>75% Grass cover, Good, HSG C 1.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 tchment 18S: Commercial Site East of Old Hwy 101 (Drainage Direct to MNDOT Brae Burn Pond Storm a Runoff=19.81 cfs @ 12.13 hrs, Volume=1.484 af, Depth=1.57" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 2 yr 24 hr Rainfall=2.80" Area (ac)CNDescription 7.25098Paved parking & roofs 1.64061>75% Grass cover, Good, HSG B 2.48074>75% Grass cover, Good, HSG C 11.37087Weighted Average 4.120Pervious Area 7.250Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Pond 6P: Wetland (with outlet to MNDOT) Inflow Area =8.570 ac, Inflow Depth = 1.16" for 2 yr 24 hr event Inflow=15.72 cfs @ 11.90 hrs, Volume=0.828 af Outflow=0.52 cfs @ 13.56 hrs, Volume=0.485 af, Atten= 97%, Lag= 99.6 min Primary=0.52 cfs @ 13.56 hrs, Volume=0.485 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.68' @ 13.56 hrs Surf.Area= 140,654 sf Storage= 24,981 cf Plug-Flow detention time= 624.7 min calculated for 0.485 af (59% of inflow) Center-of-Mass det. time= 491.5 min ( 1,225.1 - 733.6 ) 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 10 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 Primary OutFlow Max=0.52 cfs @ 13.56 hrs HW=907.68' (Free Discharge) 1=Culvert (Passes 0.52 cfs of 2.58 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 0.52 cfs @ 0.66 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Pond 9P: Proposed Water Quality Pond Inflow Area =1.970 ac, Inflow Depth = 1.57" for 2 yr 24 hr event Inflow=3.99 cfs @ 12.07 hrs, Volume=0.257 af Outflow=0.00 cfs @ 0.00 hrs, Volume=0.000 af, Atten= 100%, Lag= 0.0 min Primary=0.00 cfs @ 0.00 hrs, Volume=0.000 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 909.80' Surf.Area= 6,070 sf Storage= 13,657 cf Peak Elev= 911.39' @ 24.84 hrs Surf.Area= 8,009 sf Storage= 24,853 cf (11,197 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= (not calculated: no outflow) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1902.20'39,378 cf Listed below (Recalc) 08-02-27 Existing and Proposed ConditionsType II 24-hr 2 yr 24 hr Rainfall=2.80" Prepared by {enter your company name here} Page 11 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 902.203000 904.00389377377 906.001,1531,5421,919 908.002,3203,4735,392 909.005,1963,7589,150 910.006,2895,74314,893 912.008,75815,04729,940 913.0010,1199,43939,378 DeviceRouting InvertOutlet Devices 12.0" x 56.0' long Culvert #1Primary909.50'RCP, square edge headwall, Ke= 0.500 Outlet Invert= 908.50' S= 0.0179 '/' Cc= 0.900 n= 0.013 8.0" Vert. Orifice/Grate #2Device 3909.80'C= 0.600 4.0' long Sharp-Crested Rectangular Weir #3Device 1911.40'2 End Contraction(s) Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.80' TW=907.50' (Dynamic Tailwater) 1=Culvert (Passes 0.00 cfs of 0.37 cfs potential flow) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Orifice/Grate ( Controls 0.00 cfs) 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 12 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 6S: Proposed Commercial Site West of Old Hw Runoff Area=1.970 ac Runoff Depth=2.82" Tc=15.0 min CN=87 Runoff=7.10 cfs 0.463 af Subcatchment 15S: Upland Area Surounding Wetland Runoff Area=3.300 ac Runoff Depth=0.76" Tc=20.0 min CN=58 Runoff=2.16 cfs 0.208 af Subcatchment 16S: Wetland Runoff Area=3.300 ac Runoff Depth=4.20" Tc=0.0 min CN=100 Runoff=23.58 cfs 1.155 af Subcatchment 17S: Proposed Offsite Drainage to New Hwy 10 Runoff Area=1.090 ac Runoff Depth=1.74" Tc=15.0 min CN=74 Runoff=2.44 cfs 0.158 af Subcatchment 18S: Commercial Site East of Old Hwy 101 (Dr Runoff Area=11.370 ac Runoff Depth=2.82" Tc=20.0 min CN=87 Runoff=35.37 cfs 2.673 af Pond 6P: Wetland (with outlet to MNDOT)Peak Elev=907.77' Storage=37,909 cf Inflow=23.72 cfs 1.568 af Outflow=1.66 cfs 1.219 af Pond 9P: Proposed Water Quality Pond Peak Elev=911.54' Storage=26,023 cf Inflow=7.10 cfs 0.463 af Outflow=0.62 cfs 0.205 af Total Runoff Area = 21.030 ac Runoff Volume = 4.658 af Average Runoff Depth = 2.66" 43.32% Pervious Area = 9.110 ac 56.68% Impervious Area = 11.920 ac 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 13 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Subcatchment 6S: Proposed Commercial Site West of Old Hwy 101 (Drainage to Water Quality Pond) Runoff=7.10 cfs @ 12.07 hrs, Volume=0.463 af, Depth=2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 1.37098Paved parking & roofs 0.60061>75% Grass cover, Good, HSG B 1.97087Weighted Average 0.600Pervious Area 1.370Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 15S: Upland Area Surounding Wetland Runoff=2.16 cfs @ 12.16 hrs, Volume=0.208 af, Depth=0.76" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 3.30058Woods/grass comb., Good, HSG B 3.300Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 16S: Wetland [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=23.58 cfs @ 11.90 hrs, Volume=1.155 af, Depth=4.20" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 3.300100Surface of Normal Water Level 3.300Impervious Area 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 14 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Subcatchment 17S: Proposed Offsite Drainage to New Hwy 101 Runoff=2.44 cfs @ 12.08 hrs, Volume=0.158 af, Depth=1.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 1.09074>75% Grass cover, Good, HSG C 1.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 tchment 18S: Commercial Site East of Old Hwy 101 (Drainage Direct to MNDOT Brae Burn Pond Storm a Runoff=35.37 cfs @ 12.12 hrs, Volume=2.673 af, Depth=2.82" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 10 yr 24 hr Rainfall=4.20" Area (ac)CNDescription 7.25098Paved parking & roofs 1.64061>75% Grass cover, Good, HSG B 2.48074>75% Grass cover, Good, HSG C 11.37087Weighted Average 4.120Pervious Area 7.250Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Pond 6P: Wetland (with outlet to MNDOT) Inflow Area =8.570 ac, Inflow Depth = 2.20" for 10 yr 24 hr event Inflow=23.72 cfs @ 11.90 hrs, Volume=1.568 af Outflow=1.66 cfs @ 13.26 hrs, Volume=1.219 af, Atten= 93%, Lag= 81.9 min Primary=1.66 cfs @ 13.26 hrs, Volume=1.219 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.77' @ 13.26 hrs Surf.Area= 141,074 sf Storage= 37,909 cf Plug-Flow detention time= 466.3 min calculated for 1.219 af (78% of inflow) Center-of-Mass det. time= 362.2 min ( 1,139.7 - 777.5 ) 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 15 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 Primary OutFlow Max=1.66 cfs @ 13.26 hrs HW=907.77' (Free Discharge) 1=Culvert (Passes 1.66 cfs of 2.80 cfs potential flow) 2=Broad-Crested Rectangular Weir (Weir Controls 1.66 cfs @ 0.98 fps) 3=Orifice/Grate ( Controls 0.00 cfs) Pond 9P: Proposed Water Quality Pond [87] Warning: Oscillations may require Finer Routing or smaller dt Inflow Area =1.970 ac, Inflow Depth = 2.82" for 10 yr 24 hr event Inflow=7.10 cfs @ 12.07 hrs, Volume=0.463 af Outflow=0.62 cfs @ 12.83 hrs, Volume=0.205 af, Atten= 91%, Lag= 45.4 min Primary=0.62 cfs @ 12.83 hrs, Volume=0.205 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 909.80' Surf.Area= 6,070 sf Storage= 13,657 cf Peak Elev= 911.54' @ 12.83 hrs Surf.Area= 8,187 sf Storage= 26,023 cf (12,367 cf above start) Plug-Flow detention time= (not calculated: initial storage excedes outflow) Center-of-Mass det. time= 180.9 min ( 994.0 - 813.1 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1902.20'39,378 cf Listed below (Recalc) 08-02-27 Existing and Proposed ConditionsType II 24-hr 10 yr 24 hr Rainfall=4.20" Prepared by {enter your company name here} Page 16 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 902.203000 904.00389377377 906.001,1531,5421,919 908.002,3203,4735,392 909.005,1963,7589,150 910.006,2895,74314,893 912.008,75815,04729,940 913.0010,1199,43939,378 DeviceRouting InvertOutlet Devices 12.0" x 56.0' long Culvert #1Primary909.50'RCP, square edge headwall, Ke= 0.500 Outlet Invert= 908.50' S= 0.0179 '/' Cc= 0.900 n= 0.013 8.0" Vert. Orifice/Grate #2Device 3909.80'C= 0.600 4.0' long Sharp-Crested Rectangular Weir #3Device 1911.40'2 End Contraction(s) Primary OutFlow Max=0.62 cfs @ 12.83 hrs HW=911.54' TW=907.77' (Dynamic Tailwater) 1=Culvert (Passes 0.62 cfs of 4.69 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes 0.62 cfs of 0.66 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.62 cfs @ 1.79 fps) 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 17 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Subcatchment 6S: Proposed Commercial Site West of Old Hw Runoff Area=1.970 ac Runoff Depth=4.42" Tc=15.0 min CN=87 Runoff=10.92 cfs 0.726 af Subcatchment 15S: Upland Area Surounding Wetland Runoff Area=3.300 ac Runoff Depth=1.69" Tc=20.0 min CN=58 Runoff=5.74 cfs 0.466 af Subcatchment 16S: Wetland Runoff Area=3.300 ac Runoff Depth=5.90" Tc=0.0 min CN=100 Runoff=33.12 cfs 1.622 af Subcatchment 17S: Proposed Offsite Drainage to New Hwy 10 Runoff Area=1.090 ac Runoff Depth=3.10" Tc=15.0 min CN=74 Runoff=4.38 cfs 0.282 af Subcatchment 18S: Commercial Site East of Old Hwy 101 (Dr Runoff Area=11.370 ac Runoff Depth=4.42" Tc=20.0 min CN=87 Runoff=54.63 cfs 4.189 af Pond 6P: Wetland (with outlet to MNDOT)Peak Elev=907.90' Storage=56,716 cf Inflow=34.31 cfs 2.556 af Outflow=3.13 cfs 2.205 af Pond 9P: Proposed Water Quality Pond Peak Elev=912.19' Storage=31,586 cf Inflow=10.92 cfs 0.726 af Outflow=1.49 cfs 0.468 af Total Runoff Area = 21.030 ac Runoff Volume = 7.286 af Average Runoff Depth = 4.16" 43.32% Pervious Area = 9.110 ac 56.68% Impervious Area = 11.920 ac 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 18 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Subcatchment 6S: Proposed Commercial Site West of Old Hwy 101 (Drainage to Water Quality Pond) Runoff=10.92 cfs @ 12.07 hrs, Volume=0.726 af, Depth=4.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 1.37098Paved parking & roofs 0.60061>75% Grass cover, Good, HSG B 1.97087Weighted Average 0.600Pervious Area 1.370Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 Subcatchment 15S: Upland Area Surounding Wetland Runoff=5.74 cfs @ 12.15 hrs, Volume=0.466 af, Depth=1.69" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 3.30058Woods/grass comb., Good, HSG B 3.300Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Subcatchment 16S: Wetland [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff=33.12 cfs @ 11.90 hrs, Volume=1.622 af, Depth=5.90" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 3.300100Surface of Normal Water Level 3.300Impervious Area 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 19 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 0.0 Subcatchment 17S: Proposed Offsite Drainage to New Hwy 101 Runoff=4.38 cfs @ 12.07 hrs, Volume=0.282 af, Depth=3.10" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 1.09074>75% Grass cover, Good, HSG C 1.090Pervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 15.0 tchment 18S: Commercial Site East of Old Hwy 101 (Drainage Direct to MNDOT Brae Burn Pond Storm a Runoff=54.63 cfs @ 12.11 hrs, Volume=4.189 af, Depth=4.42" Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Type II 24-hr 100 yr 24 hr Rainfall=5.90" Area (ac)CNDescription 7.25098Paved parking & roofs 1.64061>75% Grass cover, Good, HSG B 2.48074>75% Grass cover, Good, HSG C 11.37087Weighted Average 4.120Pervious Area 7.250Impervious Area TcLengthSlopeVelocityCapacityDescription (min)(feet)(ft/ft)(ft/sec)(cfs) Direct Entry, 20.0 Pond 6P: Wetland (with outlet to MNDOT) Inflow Area =8.570 ac, Inflow Depth = 3.58" for 100 yr 24 hr event Inflow=34.31 cfs @ 11.90 hrs, Volume=2.556 af Outflow=3.13 cfs @ 13.19 hrs, Volume=2.205 af, Atten= 91%, Lag= 77.8 min Primary=3.13 cfs @ 13.19 hrs, Volume=2.205 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Peak Elev= 907.90' @ 13.19 hrs Surf.Area= 141,684 sf Storage= 56,716 cf Plug-Flow detention time= 368.9 min calculated for 2.205 af (86% of inflow) Center-of-Mass det. time= 298.1 min ( 1,081.9 - 783.8 ) 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 20 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1907.50'744,863 cf Listed below (Recalc) ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.50139,83700 908.00142,12970,49270,492 910.00169,746311,875382,367 912.00192,750362,496744,863 DeviceRouting InvertOutlet Devices 12.0" x 80.0' long Culvert #1Primary906.72' RCP, end-section conforming to fill, Ke= 0.500 Outlet Invert= 903.83' S= 0.0361 '/' Cc= 0.900 n= 0.012 10.0' long x 6.0' breadth Broad-Crested Rectangular Weir #2Device 1907.60' Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50 3.00 3.50 4.00 4.50 5.00 5.50 Coef. (English) 2.37 2.51 2.70 2.68 2.68 2.67 2.65 2.65 2.65 2.65 2.66 2.66 2.67 2.69 2.72 2.76 2.83 27.0" Horiz. Orifice/Grate #3Device 1908.63' Limited to weir flow C= 0.600 Primary OutFlow Max=3.13 cfs @ 13.19 hrs HW=907.90' (Free Discharge) 1=Culvert (Inlet Controls 3.13 cfs @ 3.98 fps) 2=Broad-Crested Rectangular Weir (Passes 3.13 cfs of 4.07 cfs potential flow) 3=Orifice/Grate ( Controls 0.00 cfs) Pond 9P: Proposed Water Quality Pond Inflow Area =1.970 ac, Inflow Depth = 4.42" for 100 yr 24 hr event Inflow=10.92 cfs @ 12.07 hrs, Volume=0.726 af Outflow=1.49 cfs @ 12.56 hrs, Volume=0.468 af, Atten= 86%, Lag= 29.7 min Primary=1.49 cfs @ 12.56 hrs, Volume=0.468 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs Starting Elev= 909.80' Surf.Area= 6,070 sf Storage= 13,657 cf Peak Elev= 912.19' @ 12.56 hrs Surf.Area= 9,010 sf Storage= 31,586 cf (17,929 cf above start) Plug-Flow detention time= 518.0 min calculated for 0.154 af (21% of inflow) Center-of-Mass det. time= 125.3 min ( 925.8 - 800.4 ) VolumeInvertAvail.StorageStorage Description Custom Stage Data (Prismatic) #1902.20'39,378 cf Listed below (Recalc) 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 21 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 ElevationSurf.AreaInc.StoreCum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 902.203000 904.00389377377 906.001,1531,5421,919 908.002,3203,4735,392 909.005,1963,7589,150 910.006,2895,74314,893 912.008,75815,04729,940 913.0010,1199,43939,378 DeviceRouting InvertOutlet Devices 12.0" x 56.0' long Culvert #1Primary909.50'RCP, square edge headwall, Ke= 0.500 Outlet Invert= 908.50' S= 0.0179 '/' Cc= 0.900 n= 0.013 8.0" Vert. Orifice/Grate #2Device 3909.80'C= 0.600 4.0' long Sharp-Crested Rectangular Weir #3Device 1911.40'2 End Contraction(s) Primary OutFlow Max=1.49 cfs @ 12.56 hrs HW=912.19' TW=907.89' (Dynamic Tailwater) 1=Culvert (Passes 1.49 cfs of 5.59 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes 1.49 cfs of 8.75 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.49 cfs @ 4.27 fps) WATER QUALITY 08-02-27 Existing and Proposed ConditionsType II 24-hr 100 yr 24 hr Rainfall=5.90" Prepared by {enter your company name here} Page 15 HydroCAD® 8.00 s/n 003363 © 2006 HydroCAD Software Solutions LLC 3/28/2008 Stage-Area-Storage for Pond 9P: Proposed Water Quality Pond (continued) ElevationSurfaceStorageElevationSurfaceStorage (feet)(sq-ft)(cubic-feet)(feet)(sq-ft)(cubic-feet) 908.563,9317,142910.156,47415,850 908.594,0177,261910.186,51116,045 908.624,1037,383910.216,54816,241 908.654,1897,508910.246,58516,438 908.684,2767,635910.276,62216,636 908.714,3627,764910.306,65916,835 908.744,4487,896910.336,69617,035 908.774,5358,031910.366,73317,237 908.804,6218,168910.396,77017,439 908.834,7078,308910.426,80717,643 908.864,7938,451910.456,84517,848 908.894,8808,596910.486,88218,054 908.924,9668,744910.516,91918,261 908.955,0528,894910.546,95618,469 908.985,1389,047910.576,99318,678 909.015,2079,202910.607,03018,888 909.045,2409,359910.637,06719,100 909.075,2739,516910.667,10419,312 909.105,3059,675910.697,14119,526 909.135,3389,835910.727,17819,741 909.165,3719,995910.757,21519,957 909.195,40410,157910.787,25220,174 909.225,43610,320910.817,28920,392 909.255,46910,483910.847,32620,611 909.285,50210,648910.877,36320,831 909.315,53510,813910.907,40021,053 909.345,56810,980910.937,43721,275 909.375,60011,147910.967,47421,499 909.405,63311,316910.997,51121,724 909.435,66611,485911.027,54821,950 909.465,69911,656911.057,58522,177 909.495,73211,827911.087,62222,405 909.525,76412,000911.117,65922,634 909.555,79712,173911.147,69622,864 909.585,83012,348911.177,73323,096 909.615,86312,523911.207,77023,328 909.645,89612,699911.237,80723,562 909.675,92812,877911.267,84423,797 909.705,96113,055911.297,88224,033 909.735,99413,234911.327,91924,270 909.766,02713,415911.357,95624,508 909.796,05913,596911.387,99324,747 909.826,09213,778911.418,03024,987 909.856,12513,962911.448,06725,229 909.886,15814,146911.478,10425,471 909.916,19114,331911.508,14125,715 909.946,22314,517911.538,17825,960 909.976,25614,704911.568,21526,206 910.006,28914,893911.598,25226,453 910.036,32615,082911.628,28926,701 910.066,36315,272911.658,32626,950 910.096,40015,464911.688,36327,200 910.126,43715,656911.718,40027,452 Geotechnical Exploration and Assessment Proposed Primrose School Chanhassen, Minnesota Electronic Copy Brandon J. Saeger, E.I.T. Department Manager Prepared For Children’s Design Group 1114 Eagles Creek Way Acworth, GA 30101 Prepared By Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 Mendota Heights, Minnesota 55120 Telephone (651) 646-8148 Fax (651) 646-8258 Electronic Copy Mark J. Carlson PSI Project No. 0675287 Chief Engineer August 23, 2011 Geotechnical August 23, 2011 Mr. Mark Pavey, AIA Children’s Design Group 1114 Eagles Creek Way Acworth, GA 30101 Reference: Geotechnical Exploration and Assessment Proposed Primrose School Chanhassen, Minnesota PSI Project No. 0675287 Dear Mr. Pavey: Thank you for choosing Professional Service Industries, Inc. (PSI) as your geotechnical PS, consultant for the in Chanhassen, Minnesota. RIMROSECHOOL As per your authorization, we have completed a geotechnical exploration for the referenced project. The findings of the exploration and our recommendations for the project are discussed in the accompanying report. As requested, one (1) electronic copy and seven hard copy originals (six (6) bound and one unbound) of the report are being forwarded to you. The soil samples obtained during this exploration will be retained in our laboratory for sixty (60) days, unless otherwise advised. Should there be any questions, please do not hesitate to contact our office. PSI would be pleased to continue providing geotechnical services throughout the implementation of the project, and we look forward to working with you and your organization on this and future projects. Respectfully submitted, PSI,I. ROFESSIONALERVICESNDUSTRIESNC Electronic Copy Electronic Copy Brandon J. Saeger, E.I.T. Mark J. Carlson Department Manager Chief Engineer Professional Services Industries, Inc. 2401 Pilot Knob Road, Suite 138, Mendota Heights, MN 55120 Phone 651-646-8148 TABLE OF CONTENTS 1EXECUTIVE SUMMARY........................................................................................1 2PROJECT INFORMATION.....................................................................................2 2.1PROPOSAL AND PROJECT AUTHORIZATION............................................2 2.2PROJECT DESCRIPTION..............................................................................2 2.3PURPOSE AND SCOPE OF WORK...............................................................3 2.4SUBSURFACE EXPLORATION.....................................................................4 2.5LABORATORY TESTING...............................................................................5 3SITE AND SUBSURFACE CONDITIONS..............................................................5 3.1SITE LOCATION AND DESCRIPTION...........................................................5 3.2SUBSURFACE CONDITIONS........................................................................5 3.3GROUNDWATER CONDITIONS....................................................................6 4GEOTECHNICAL EVALUATION AND RECOMMENDATIONS............................7 4.1SITE PREPARATION AND EARTHWORK.....................................................7 4.2SEISMIC CONSIDERATIONS........................................................................9 4.3SHALLOW FOUNDATIONS..........................................................................10 4.4PAVEMENTS................................................................................................11 4.5UTILITY TRENCHES AND MANHOLES.......................................................13 5CONSTRUCTION CONSIDERATIONS................................................................14 5.1CONSTRUCTION QUALITY CONTROL.......................................................14 5.2EXCAVATION AND SAFETY........................................................................14 6REPORT LIMITATIONS.......................................................................................16 APPENDICES Vicinity Map and Test Location Plan......................................................................Appendix A Test Boring Logs....................................................................................................Appendix B Laboratory Test Results........................................................................................Appendix C Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 i 1EXECUTIVE SUMMARY P PSI has completed the geotechnical engineering evaluation for the proposed RIMROSE S, in Chanhassen, Minnesota. Ten (10) test borings were drilled for this CHOOL engineering evaluation to depths ranging from approximately 5 to 15 feet below the existing grades. The data developed during this study indicates that the subsurface soil and groundwater conditions at the site are generally adaptable for the construction of the proposed building and pavements. Shallow foundations can be used to support the proposed structures. The footings can be supported on the undisturbed soils of the native clays and silts, or on competent, newly-placed engineered fill founded upon the native clays and silts. In it’s current the undocumented existing fill is not suitable for support of foundations condition, or foundation supporting fill. Excavations can be achieved with typical excavation equipment such as backhoes, loaders, and pans, or similar equipment. Recommendations relative to earthwork and foundation design are detailed in the report. The owner/designer should not rely solely upon the executive summary and must read and evaluate the entire contents of this report, prior to utilizing our engineering recommendations in the preparation of design and construction documents. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 1 2PROJECT INFORMATION 2.1PROPOSAL AND PROJECT AUTHORIZATION This report presents our findings and recommendations of a geotechnical engineering exploration and assessment performed by Professional Service Industries, Inc. (PSI) for the proposed Primrose School project site in Chanhassen, Minnesota. These services were performed in general accordance with PSI’s Proposal No. PO-0675-48193, dated June 29, 2011 (which was authorized by Mr. Mark Pavey, AIA for Children’s Design Group on July 1, 2011 with the signing of PSI’s Proposal_. 2.2PROJECT DESCRIPTION Project information was provided by Mr. Pavey of Children’s Design Group during multiple telephone and email correspondences with Mr. Dan Fulford of PSI. Included in the email correspondences, PSI received the following: A Conceptual Site Plan No. 3 (Drawing No. CP-3) dated June 24, 2011 prepared by Children’s Design Group An undated Official PLAT Plan (PLAT File No. 1491A) prepared by Westwood Professional Services, Inc. PSI understands that Children’s Design Group, in conjunction with Primrose School Franchising Company, is planning to develop an approximately 1.75-acre vacant site located on the north side of Lyman Boulevard and on the west side of Crossroads Boulevard in Chanhassen, Minnesota. The project will consist of a single-story school building that will have an approximate footprint of 12,000 square feet. The plan shows about 19,000 square feet of playground and 20,000 square feet of parking space to the north and south of the proposed building. Reportedly, surface parking will accommodate 52 vehicles. Structural loads were not provided to PSI; however, based upon our past experience, PSI’s analysis is based on the building being supported by shallow foundations supporting isolated column and continuous bearing wall loads of up to approximately 100 kips and 3 kips per linear foot, respectively. PSI has not been provided a grading plan for this site; however, our engineering analysis is based on final grades being at or near existing grade. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 2 The information presented in this section was used in the evaluation. Estimated loads and corresponding foundation sizes have a direct affect on the recommendations, including the type of foundation, the allowable bearing pressure, and the estimated settlement. In addition, estimated subgrade elevations and cut/fill quantities can have a direct affect on the provided recommendations. If any of the noted information is incorrect or has changed, please inform PSI so that we may amend the recommendations presented in this report, if appropriate. If PSI is not retained to perform this function, PSI can not be responsible for the impact of the changes on the performance of the project. 2.3PURPOSE AND SCOPE OF WORK The scope of services for this study included a site reconnaissance of the project area and the assessment of subsurface conditions through field exploration and laboratory testing. The study included an evaluation of the site and subsurface conditions relative to the proposed construction and the preparation of a report of findings. The subsurface exploration was developed to provide the following: Subsurface conditions encountered including pertinent soil properties; Soil data review/analysis as it relates to the proposed site development; Civil site recommendations for site preparation, placement and compaction of fill; Structural recommendations to support foundation/pavement design and construction. Seismic site class in accordance with IBC 2006 based on SPT N-values, within the limitations of the available borings and published data; Comments and recommendations relating to other observed geotechnical conditions that could impact development. The scope of PSI’s service did include a Phase I Environmental Site Assessment (ESA) for the presence or absence of hazardous or toxic materials in the soil, surface water, ground water or air, on, or below or around this site. The Phase I is being submitted under separate cover. Any statements in this report or on the boring logs regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. Client further acknowledges that site conditions are outside of PSI’s control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 3 The client must also acknowledge that some project sites may have impacted soil or groundwater associated with a known or unknown hazardous material release. Also, at sites that have been previously graded, it is possible that buried debris, organics, or other deleterious materials may be present on the site. Impacted soil and groundwater as well as buried degradable materials may produce vapor intrusions into new and existing buildings, which could compromise the indoor air quality of the structure(s). The geotechnical scope of services did not include an environmental assessment for determining potential vapor intrusion conditions at this site. Vapor intrusion is a non-scope consideration that PSI would be pleased to help the client assess at your request. 2.4SUBSURFACE EXPLORATION Ten (10) test borings (designated B-1 through B-10) were drilled in conjunction with this engineering evaluation using a truck-mounted drill rig. The ten test borings were drilled to terminal depths ranging from approximately 5 to 15 feet below the existing surface grades. PSI personnel proposed the test borings and established their locations in the field by measuring distances with a tape and estimating right angles from available site features. The test boring locations are presumed accurate to the degree implied by the method used. Drilling and soil sampling were conducted in accordance with the procedures generally recognized and accepted as standard methods of exploration of subsurface conditions related to earthwork and foundation engineering projects. Representative soil samples were obtained by employing split-spoon sampling procedures in general accordance with ASTM D1586 test method. Soil samples obtained from the borings were identified according to boring number and depths, and a representative portion of each sample was placed in a moisture-tight glass jar to protect against moisture loss. The soil samples from the borings were subsequently transported to the PSI laboratory for visual classification and further evaluation. The location of the site is shown on the Site Vicinity Map and the test boring locations AA are shown on the Test Location Plan both in . The findings of the PSI PPENDIX AB borings are presented on the Test Boring Logs included in . PPENDIX Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 4 2.5LABORATORY TESTING PSI’s Project Engineer visually/manually classified the soil samples in the laboratory in general accordance with the Unified Soil Classification System (USCS) (ASTM D2487 and D2488). Natural water content determinations (ASTM D2216) were conducted on the recovered samples. The laboratory test results are shown on the individual boring logs. 3SITE AND SUBSURFACE CONDITIONS 3.1SITE LOCATION AND DESCRIPTION The project site is generally located on the north side of Lyman Boulevard and on the west side of Crossroads Boulevard in Chanhassen, Minnesota. The location of the site AA is shown on the Site Vicinity Map attached in . The site Latitude and PPENDIX Longitude is 44.8415N and 93.5418W, respectively. The property is currently vacant and is surficially-covered with knee high vegetation. A stockpile of soil (approximately 10 feet high) was observed to be situated near the location of Boring B-3 covering an approximate area of 20 feet by 20 feet. An apparent wetland is located to the west of the site, with vacant outlots located to the north and east. The site is also bounded to the north by State Highway 212 and Lyman Boulevard to the south. Topography generally slopes downward and outward toward the northern and western sides of the site. Underground utilities were located in the utility easements along the roads to the east and south of the site. 3.2SUBSURFACE CONDITIONS The subsurface conditions below generally consisted of a deposit of undocumented old fillextending to depths of 5± feet to 12± feet below existing grade, underlain by native lean clays, silts and sandy silts to the termination depth of the borings. The undocumented old fill consists of brown to dark brown sandy silt and sandy lean clay, and dark brown to brown clayey sand with silt. The Standard Penetration Test N-values (SPT N-values) of the undocumented existing fill materials varied from 4 to 28 blows per foot (bpf) but more typically ranged from 5 to 18 bpf. Moisture contents ranged from 7% to 19%. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 5 The undocumented old fill was generally underlain by native brown mottled gray lean clay with silt, gray lean clay, brownish gray clayey silt, brown sand with silt, and brown sand. The SPT N-values of the native sands and silts varied from 3 to 18 bpf but more typically ranged from 6 to 18 bpf indicating loose to medium relative densities. Moisture contents of the native sands and silts varied from 10% to 27%, but more typically about 10% to 15%. Pocket penetrometer readings of the native clay materials ranged from 1 to 4 tons per square foot (tsf), but more typically from 1 to 2 ½ tsf indicating stiff to very stiff soil consistencies. Moisture contents of the native clays ranged from 16% to 30%. Please note that a sample was obtained from Boring 1 at a depth of 7 feet below existing grades for Atterberg Limit testing. The test results yielded a liquid limit of 45 and a plastic limit of 25, indicating Lean Clay. Soil test reports can be found on the Boring AB Logs included as . PPENDIX The above subsurface description is of a generalized nature provided to highlight the major soil strata encountered. The boring logs included in the appendices should be reviewed for specific information as to individual test boring locations. The stratification lines shown on the test boring logs represent the conditions only at the actual test locations. The stratification lines represent the approximate boundaries between subsurface materials and the actual transition may be gradual. 3.3GROUNDWATER CONDITIONS Groundwater levels were recorded at the time of completion of drilling and prior to departure from the site. Free groundwater was not encountered within the borehole during or at the completion of drilling operations. However, in fine-grained soils, the depth of the soil color change from brown to gray can be an indicator of the prevailing groundwater level. Above the prevailing groundwater level, fine-grained soils oxidize to a brown color. At this site, the transition from brown to gray occurred at approximately 10 to 13½ feet below subgrade. Fluctuations in the groundwater level should be anticipated throughout the year depending on variations in climatological conditions and other factors not apparent at the time the borings were performed. The possibility of groundwater level fluctuation and perched water conditions should be considered when developing the design and construction plans for the project. All of the borings were backfilled prior to departure for safety purposes. PSI recommends that the Contractor determine the actual groundwater levels at the time of construction to determine groundwater impact on the construction procedures. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 6 4GEOTECHNICAL EVALUATION AND RECOMMENDATIONS The data developed during this study indicate that the subsurface conditions at the site are generally suitable for the construction of the proposed building and pavements provided the recommendations in this report are followed. 4.1SITE PREPARATION AND EARTHWORK The following recommendations are intended for the satisfactory performance of the earthwork that may be involved to attain the planned grades within the footprint areas of the proposed building and pavements. The Contractor must remove existing shrubs and vegetation, topsoil, organics, construction rubble, old buried utilities, if any, and frozen soils from within and to a minimum distance of 5 feet outside of the areas to support the new building pad and pavements. This should include the buried topsoil layer observed in the vicinity of Boring B-6. After stripping and surface preparation activities and prior to new fill placement, the site should be observed by the Geotechnical Engineer of Record. The newly stripped areas should then be proofrolled with at least two passes of a fully-loaded tandem-axle dumptruck, in the presence of the Geotechnical Engineer of Record or his authorized representative. Loose and soft areas observed during proofrolling operations should be excavated to suitable-bearing subgrade. The excavated materials should be replaced with soils satisfying the engineered fill requirements detailed later in this report. If soils are determined to be too moist, lowering the moisture content by scarification and aeration (disking and exposure to sun and wind) may be required. However, this method may not be feasible if construction occurs during wet or cold seasonal conditions. Very moist to wet soils will “pump” under the operation of heavy equipment, resulting in deep rutting and perhaps rendering the operation of grading and paving equipment difficult or impossible. The Contractor must undercut soft/loose soil, if encountered near the planned grades, to a suitable undisturbed subgrade or to a depth of at least 2 feet below finished surface grades whichever is shallower as recommended by the Geotechnical Engineer of Record or his authorized representative at the time of construction. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 7 Engineered fill placement in the structure areas should extend at least 5 feet laterally beyond the peripheral structure limits on all the sides at the pad subgrade elevation. The edge of the fill should be placed at a 2H:1V slope or flatter. The footings should be excavated after the structure area has been properly prepared. PSI considers soils classified as CL, SP, SM, SC-SM, SW, SC, GC and GW generally suitable for use as engineered fill. The contractor may use CL materials satisfying the requirements and limitations below with the approval of the Geotechnical Engineer of Record. GC and SC material can be used in engineered fills, subject to the following limitations: Maximum Dry Density (per ASTM D698) 105 pcf Liquid Limit 49 % Plasticity Index 25 % Highly elastic or plastic soils (MH, CH) must not be used in engineered fill. The fill materials should be free from topsoil, organics and rock fragments having a major dimension greater than 3 inches. The materials in encountered in the borings should be suitable for engineered fill subject to moisture adjustments and the maximum dry density requirements specified in this section and with approval from the geotechnical engineer. Fill placement should be in maximum 8-inch thick, loose horizontal lifts compacted uniformly with the proper equipment. Fill supporting the footings and slab-on-grade should be compacted to at least 98 percent of the maximum dry density as established by ASTM D698 test method. The moisture content of the fill should be within plus or minus two (±2) percentage points of the optimum moisture content. Considering the anticipated depths of excavations and the results of the borings, PSI does not expect groundwater problems relative to foundation excavations; however, perched water may be encountered. The use of conventional pumping techniques should be adequate to deal with perched water conditions. If water conditions are encountered that cannot be handled by conventional pumping methods, then PSI should be contacted for additional groundwater control recommendations. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 8 It will be important to maintain positive site drainage during construction. Storm water runoff should be diverted around the building areas. The site should be graded at all times such that water is not allowed to pond. If any surface soils become wet due to rains, they should be removed or allowed to dry prior to further site work operations and/or fill placement. Should there be a significant time lag or extended period of inclement weather between site grading and the fine grading of the slab prior to the placement of stone or concrete, the Geotechnical Engineer of Record or qualified professional engineer providing inspection and testing should assess the condition of the prepared subgrade. The subgrade may require scarification and recompaction or other remedial measures to provide a firm and unyielding subgrade prior to final slab construction. 4.2SEISMIC CONSIDERATIONS The 2006 International Building Code requires a site class for the calculation of earthquake design forces. This class is a function of soils type (ie. depth of soil and strata types). Site Based on the estimated density of the soils observed within the boring locations, Class “D” is recommended. The USGS-NEHRP probabilistic ground motion values near Latitude 44.8415N and Longitude 93.5418W are as follows: SS 2%P ITEITE ROBABILITY OF P ERIOD CC E50 OEFFICIENTOEFFICIENT VENT IN YEARS () SECONDS FF (%) G AV PGA 2.7 NA NA 0.2 (S) 6.2 1.6 NA s 1.0 (S) 2.7 NA 2.4 1 The Site Coefficients, F and F were interpolated from IBC 2006 Tables 1613.5.3(1) av and 1613.5.3(2) as a function of the site classification and the mapped spectral Response acceleration at the short (S) and 1 second (S) periods. s1 Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 9 4.3SHALLOW FOUNDATIONS The proposed building can be supported by conventional continuous wall and column footings designed to bear upon the native sands, encountered below the existing fill materials, or newly placed and compacted engineered fill, lean concrete or CLSM PSI does not recommend founded upon the underlying suitable bearing native soils. that any foundations or foundation supporting fill bear upon the existing fill materials . Based upon the results of the test borings, suitable bearing native sand soils were encountered at a depth of approximately 5± to 12± feet below existing grade. Based upon this, undercuts ranging from 1± to 8± feet may be required for any exterior footings and 3± to 10± feet for interior footings. PSI recommends that footings be 2,000 pounds per square designed for a maximum net allowable soil bearing pressure of feet (psf) based on dead load plus design live load. Minimum dimensions of 18 inches for continuous footings and 30 inches for column footings should be used in foundation design to minimize the possibility of a local bearing capacity failure, even if the allowable bearing pressure recommended herein is not fully utilized. The footings must be supported by suitable bearing naturally-deposited soils that have been observed and tested in the field by a representative of a qualified geotechnical engineer. A method for evaluating the acceptability of the native soils under the footing would involve hand auger and dynamic cone penetrometer testing below the footing bearing level for a minimum of one footing width or 3 feet, whichever is shallower. Each isolated footing should include at least 1 test probe. Test probes should be performed every 20-lineal feet in continuous footings. Suitable bearing native soils should be unfrozen, non-organic and have a dynamic cone penetrometer value commensurate with a SPT value of at least 6 blows per foot. Where unsuitable bearing soils are encountered in a footing excavation, the excavation should be deepened to competent bearing soil, and the footing could be lowered or an overexcavation and backfill procedure could be performed. An overexcavation and backfill treatment would require widening the deepened excavation in all directions at least 6 inches beyond the edge of the footing for each 12 inches of overexcavation depth. The overexcavation should then be backfilled up to footing base elevation in maximum 12 inch thick loose lifts with suitable engineered fill compacted to at least 98 percent of the maximum dry density, and within 3 percent of the optimum moisture content, as determined by the standard Proctor test (ASTM D698). As an alternative to supporting the footings at deeper elevations or on a new observed and tested compacted engineered fill, footings may also be designed to bear upon a lean concrete or CLSM base founded upon suitable bearing native soils as recommended above. If this option is chosen, the footing excavation should extend a minimum of 6 inches beyond each face of the footing. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 10 PSI recommends that the soils at foundation bearing elevation in the footing excavations be observed and tested by a representative of PSI prior to concrete placement, to evaluate the suitability and uniformity of the bearing materials for support of the design foundation loads. Once the support soils are observed and tested, then concrete should be placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. The foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to reduce evaporation or entry of moisture. 4.3.1 DEPTH OF FOOTINGS Exterior footings and footings in unheated areas should be located at a depth of at least 42 inches below the final exterior grade to provide adequate frost protection. If the building is to be constructed during the winter months or if footings will likely be subjected to freezing temperatures after foundation construction, then the footings and concrete should be adequately protected from freezing. Otherwise, interior footings can be located on the suitable bearing native soils, Controlled Low Strength material (CLSM) or compacted fill at shallower depths below the floor slab, compatible with architectural and structural considerations. 4.3.2 ANTICIPATED SETTLEMENTS Based on the engineering properties of the soils that were encountered at the test borings and the recommendations provided herein, PSI estimates that the total foundation settlement for the foundation system discussed above will be about one inch. Differential settlement will probably be less than about 75% of the total settlement. While settlement of this amount is generally tolerable, the structure must be designed based upon the estimated settlement and must include properly spaced vertical control joints to minimize the effects of differential movement (such as cosmetic "cracking" of sensitive masonry materials). 4.4PAVEMENTS In designing the proposed parking lots or roadways, the existing subgrade conditions must be considered together with the expected traffic use and loading conditions. The conditions that will influence the pavement design include bearing values of the subgrade represented by a California Bearing Ratio (CBR) for the design of flexible pavements, or a Modulus of Subgrade Reaction (k) for rigid pavements, and daily vehicular traffic, in terms of the number and frequency of vehicles and their range of axle loads. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 11 The soil subgrade in the paved areas including sidewalks, and curb and gutter should be compacted to at least 95 percent of the maximum dry density as determined by the standard Proctor test (ASTM D698) up to 12 inches below the planned subgrade elevations for controlled fills. The top 12 inches of the subgrade for natural soils as well as controlled fills should be compacted to 100 percent of these values. The moisture content of the subgrade should be within plus or minus 2 percentage points of the optimum moisture content. For preliminary pavement design, a CBR value of 3 was estimated for the existing fill and possible fill soils. Engineered fill material used to raise existing grades within parking and drive areas should meet or exceed this CBR value. The pavement design values presented below should be considered the minimum recommended thickness. The pavement thickness values are shown in the following tables and are based on the minimum allowable layer thicknesses. These design thicknesses are based on a properly compacted subgrade being achieved. A detailed traffic analysis was not performed as part of this exploration; however, based upon the proposed construction, the light and heavy duty pavement section (shown below) are based on a 20 year design life with 30,000 and 60,000 equivalent 18,000 pound single axle load (ESAL), respectively. Table No. 6 –Minimum Pavement Recommendations Light Duty Heavy Flexible Pavement Layer (in)Duty (in) Asphaltic Concrete Surface Course 1 1 ½ Asphaltic Concrete Binder Course 2 2 ½ Aggregate Base Stone 8 9 Compacted Subgrade (Minimum) 12 12 *NOTES: 1.) Asphalt Concrete Surface and Base Course material should meet the specifications in Section 2360 of the State of Minnesota Standard Specifications for Construction 2.) Aggregate Base Course material should meet the specification in Section 2112 of the State of Minnesota Standard Specifications for Construction 3.) Asphalt Concrete Surface and Base Courses should be placed in accordance with Section 2360 of the State of Minnesota Standard Specifications for Construction 4.) Aggregate Base Course should be placed in accordance with Section 2112 of the State of Minnesota Standard Specifications for Construction 5.) Aggregate Base Course should be placed on a subgrade compacted to 100% of maximum dry density per standard Proctor (ASTM D698) The recommended rigid concrete pavement sections are provided in the following Table: Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 12 Table No. 7 – Minimum Pavement Recommendations Rigid Pavement Options Light Duty Heavy Duty (in.)(in.) Portland Cement Concrete Pavement 6 7 Aggregate Base Course 8 8 Compacted Subgrade (minimum) 12 12 *NOTES: 1.) Portland Cement Concrete Pavement material should have a minimum compressive strength of 4,000 pounds per square foot (psi) 2.) Aggregate Base Course material should meet the specification in Section 2112 of the State of Minnesota Standard Specifications for Construction 3.) Aggregate base course should be placed on a subgrade compacted to 100% of maximum dry density per standard Proctor Concrete pavement materials and placement should follow Minnesota Department of Transportation requirements. Concrete pavement is recommended in areas, which receive continuous repetitive traffic such as drive-through or loading lanes and parking lot entrances. The pavement sections designed on the basis of actual CBR data are for the post construction traffic conditions. CBR tests must be run on actual pavement subgrade soil during construction so the pavement designs can be adjusted as needed. Partial construction of the pavement section, a common practice in the industry, is likely to result in pavement and subgrade failure, due to inadequate support capability of an incomplete pavement, heavier than design traffic loads and maneuvering of construction traffic. 4.5UTILITY TRENCHES AND MANHOLES Excavation for utility trenches shall be performed in accordance with OSHA regulations as stated in 29 CFR Part 1926. It should be noted that utility trench excavations have the potential to degrade the properties of the adjacent fill materials. Utility trench walls that are allowed to move laterally can lead to reduced bearing capacity and increased settlement of adjacent structural elements and overlying slabs. Backfill for utility trenches is as important as the original subgrade preparation or engineered fill placed to support either a foundation or slab. Therefore, it is imperative that the backfill for utility trenches be placed to meet the project specifications for the engineered fill of this project. Unless otherwise specified, the backfill for the utility trenches should be placed in 4 to 6 inch loose lifts and compacted to a minimum of 95 percent of the maximum dry density achieved by the standard Proctor test. The backfill soil should be moisture conditioned to be within 3± percent of the optimum moisture content as determined by the standard Proctor test. Up to 4 inches of bedding material placed directly under the pipes or conduits placed in the utility trench can be compacted to the 92 percent compaction criteria with respect to the standard Proctor. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 13 Compaction testing should be performed for every 200 cubic yards of backfill placed or each lift within 200 linear feet of trench, which ever is less. Backfill of utility trenches should not be performed with water standing in the trench. If granular material is used for the backfill of the utility trench, the granular material should have a gradation that will filter protect the backfill material from the adjacent soils. If this gradation is not available, a geosynthetic non-woven filter fabric should be used to reduce the potential for the migration of fines into the backfill material. Granular backfill material shall be compacted to meet the above compaction criteria. The geotechnical engineer can also specify a relative density specification for clean granular materials. The granular backfill material should be compacted to achieve a relative density greater than 75 percent or as specified by the geotechnical engineer for the specific material used. 5CONSTRUCTION CONSIDERATIONS 5.1CONSTRUCTION QUALITY CONTROL To assess that the in-situ soil conditions or those conditions developed during the construction are as anticipated during the design stage, construction control, continuous observation and testing are recommended as follows: Controlled fill placement for the building pad and pavements should be monitored by the soils technician under the overall supervision of the Geotechnical Engineer of Record. All footing and floor slab excavations, preparation of subgrade, placement of aggregate base course, etc., should be carried out under the observation of the Geotechnical Engineer of Record or authorized representative. 5.2EXCAVATION AND SAFETY In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its “Construction Standards for Excavations, 29 CFR, Part 1926, Subpart P”. This document was issued to better allow for the safety of workers entering trenches or excavations. It is mandated by this federal regulation that excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the Contractor could be liable for substantial penalties. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 14 The Contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The Contractor's “responsible person”, as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the Contractor’s safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in all local, state, and federal safety regulations. PSI is providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the Contractor’s or other parties' compliance with local, state, and federal safety or other regulations. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 15 6REPORT LIMITATIONS The recommendations submitted are based on the available subsurface information obtained by PSI and design details furnished by Children’s Design Group, and their consultants for the proposed project. If there are any revisions to the plans for this project or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation recommendations are required. If PSI is not retained to perform these functions, we will not be responsible for the impact of those conditions on the geotechnical recommendations for the project. PSI warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area at the date of this report. No other warranties are implied or expressed. After the plans and specifications are more complete, PSI should be retained and provided the opportunity to review the final design plans and specifications to check that our engineering recommendations have been properly incorporated into the design documents. At that time, it may be necessary to submit supplementary recommendations. This report has been prepared for the exclusive use of Children’s Design Group and Primrose School Franchising Company, and their consultants for the Primrose School specific application to in Chanhassen, Minnesota. Children’s Design Group Proposed Primrose School, Chanhassen, Minnesota PSI Project No. 0675287 16 APPENDIX A VICINITY MAP AND TEST LOCATION PLAN APPENDIX B TEST BORING LOGS Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-1 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: SEC of Proposed Building Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 97 ft 02.04.0 0 Fill, Brown to Dark Brown Sandy Silt, Trace Organics, Roots and Gravel, Moist FILL 95 17-15-1311 N=28 Fill, Brown Sandy Silt, Trace Clay and Gravel, Moist 23-3-318 5 N=6 FILL 90 Brown Mottled Gray Lean Clay with Silt, Trace LL = 45 31-2-230 Organics, Sand and Gravel, Very Moist, Stiff PL = 25 N=4 42-2-428 N=6 CL 10 85 Gray Lean Clay, Trace Sand and Gravel, Moist, Stiff CL 53-3-520 N=8 15 End of Boring at 15' Cave in at 6' Completion Depth:15.0 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-2 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: NEC of Proposed Building Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 94 ft 02.04.0 0 Fill, Brown to Dark Brown Mottled Sandy Lean Clay, Trace Organics, Silt and Gravel, Moist FILL 13-4-415 N=8 90 Fill, Brown Sandy Silt to Silty Sand, Trace Clay and Gravel, Moist to Very Moist 24-8-1013 5 N=18 36-4-411 N=8 FILL 85 42-2-219 N=4 10 Brown Mottled Gray Sandy Lean Clay with Silt, Trace Organics and Gravel, Moist to Very Moist, Stiff CL 80 52-2-220 N=4 15 End of Boring at 15' Cave In at 8' Completion Depth:15.0 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-3 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: N end of Proposed Building Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 95 ft 02.04.0 0 Fill, Dark Brown Clayey Sand with Silt, Trace Organics and Gravel, Moist FILL 13-4-415 N=8 Fill, Brown Sandy Silt to Silty Sand, Trace Gravel, Moist FILL 27-9-87 905 N=17 Brown Mottled Gray Lean Clay with Silt to Sand and Gravel, Moist, Stiff to Very Stiff 32-4-721 N=11 CL 46-6-819 N=14 8510 Gray Lean Clay, Trace Sand and Gravel, Moist, Very Stiff CL 54-4-518 N=9 8015 End of Boring at 15' Cave In at 7' Completion Depth:15.0 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-4 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: After school playground Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 94 ft 02.04.0 0 Fill, Dark Brown Clayey Sand, Trace Organics, Silt and Gravel, Moist 13-5-314 N=8 FILL 90 26-6-613 5 N=12 Brownish Gray Clayey Silt, Very Moist, Loose 33-3-327 N=6 ML 85 44-8-1013 N=18 10 Brown Sand with Silt, Trace Gravel, Moist, Medium SM Gray Sandy Lean Clay, Trace Gravel, Moist, Hard 80CL 54-5-616 N=11 15 End of Boring at 15' Cave In at 7' Completion Depth:15.0 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-5 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: Entry preschool playground Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 93 ft 02.04.0 0 Fill, Dark Brown Clayey Sand, Trace Silt and Gravel, Moist 1FILL4-4-314 N=7 90 Brown Sand, Trace Silt and Gravel, Moist 23-5-515 5SP Medium N=10 End of Boring at 5.5' Cave In at 3' Completion Depth:5.5 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-6 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: After school playground Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 95 ft 02.04.0 0 Fill, Brown Sandy Silt, Trace Gravel FILL Buried Topsoil OL Brown Sandy Silt, Trace Clay and Gravel, 15-3-312 Loose N=6 ML Brown Sand, Trace Silt and Gravel, Moist, Very Loose SP 22-1-2 905 N=3 End of Boring at 5.5' Cave In at 3' Completion Depth:5.5 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-7 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: Preschool playground Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 95 ft 02.04.0 0 Fill, Brown Sandy Silt, Trace Clay and Gravel, Moist FILL 13-3-713 N=10 Fill, Brown Clayey Sand with Silt, Trace Gravel, Moist FILL 5-7-714 905 N=14 End of Boring at 5.5' Cave In at 3' Completion Depth:5.5 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-8 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: South parking Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 92 ft 02.04.0 0 Fill, Brown Clayey Sand, Trace Silt and Gravel, Moist 90 13-4-514 N=9 FILL 23-4-417 5 N=8 End of Boring at 5.5' Cave In at 3' Completion Depth:5.5 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-9 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: North parking Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 97 ft 02.04.0 0 Fill, Brown Mottled Sandy Lean Clay, Trace Organics and Gravel, Moist 95 13-3-218 N=5 FILL 23-3-516 5 N=8 End of Boring at 5.5' Cave In at 3' Completion Depth:5.5 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual. Professional Service Industries, Inc. 2401 Pilot Knob Road, Suite 138 LOG OF BORING B-10 Mendota Heights, MN 55120 Telephone: (651) 646-8148 Sheet 1 of 1 Fax: (651) 646-8258 WATER LEVELS Drilling Method:Hollow Stem Auger PSI Job No.:0675287 Sampling Method:2-in SS Project:Primrose School W.D.Not Obsvd. Hammer Type:Automatic Location:NWC of Lyman Blvd & Crossroads Blvd A.C.Not Obsvd. Boring Location: SW Side of Proposed Building Chanhassen, MN Station: N/A STANDARD PENETRATION Offset: N/A TEST DATA N in blows/ft PL Moisture MATERIAL DESCRIPTION Additional LL Remarks 025 50 STRENGTH, tsf QuQp Surface Elev.: 96 ft 02.04.0 0 Fill, Brown to Dark Brown Mottled Sandy Silt, Trace Organics, Clay and Gravel, Moist 95 FILL 13-4-1214 N=16 Brown Sandy Silt, Trace Gravel, Moist, Loose ML 23-4-510 5 N=9 End of Boring at 5.5' Cave In at 3' Completion Depth:5.5 ftSample Types:Latitude: 44.8415° Shelby Tube Longitude: 93.5418° Date Boring Started:7/20/11 Auger CuttingHand Auger Drill Rig: Date Boring Completed:7/20/11 Remarks: Split-SpoonCalif. Sampler Logged By:BS Rock CoreTexas Cone Drilling Contractor:ITT The stratification lines represent approximate boundaries. The transition may be gradual.