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Drainage Report 03-20-2015 DRAINAGE REPORT Children’s Learning Adventure Chanhassen, MN March 20, 2015 CEI Project No. 28660.0 Prepared By: CEI Engineering Associates, Inc. 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 Tel. 651.452.8960 Children’s Learning Adventure – Chanhassen, MN TABLE OF CONTENTS DRAINAGE REPORT Children’s Learning Adventure Chanhassen, MN CEI Project No. 28660.0 Text Pages Project Description . . .................. 1 Existing Conditions . . .............. 1 Proposed Development . . ....... 1 Storm Water Management . . .. 2 Water Quality . . ...................... 3 Rate Control . . ........................ 4 Retention Basin . . ................... 5 Wetland Elements . . ............... 5 Appendix: Appendix A Project Site Aerial Appendix B FEMA Flood Insurance Rate Map Appendix C Storm Distribution Report Appendix D Existing Drainage Map Appendix E Existing (Pre-Development) HydroCAD Model Appendix F Proposed Drainage Map Appendix G Proposed (Post-Development) HydroCAD Model Appendix H MIDS Calculator Results for Stormwater Quality Appendix I Storm Sewer Design Calculations Appendix J Geotechnical Report ENGINEERS SURVEYORS PLANNERS LANDSCAPE ARCHITECTS ENVIRONMENTAL SCIENTISTS 2025 Centre Pointe Blvd., Suite 210 Mendota Heights, MN 55120 651-452-8960 Fax 651-452-1149 1 PROJECT DESCRIPTION The project site is approximately 7.86 acres, currently zoned A-2 (Agricultural Estate District), and is located in Chanhassen, Carver County, Minnesota. The proposed development, which will be rezoned as a PUD, will consist of an approximately ±33,032 square foot daycare and after school facility, along with associated surface parking lot, concrete curb and gutter, driveways, sanitary sewer lateral, water connection to main, storm sewer, detention basin, gas, electric and telephone utilities. Runoff from all proposed impervious surfaces will be collected by downspouts, curb cuts, or drain to one of a series of catch basins in the paved area, and outlet to a biofiltration basin that will serve to promote on site abstraction of stormwater. Excess stormwater from the biofiltration basin shall overflow into a proposed retention basin with an outlet control structure (OCS) which will in turn control the rate of runoff and provide for additional water quality. Stormwater from the retention basin will then outlet into the existing wetland, where it leaves the project site through an existing culvert that runs underneath West 78th Street to the north. No disturbance is proposed in the existing wetland area. Existing Conditions: The site has been previously developed, with only some miscellaneous concrete pavement and an asphalt driveway remaining. The site is bound by West 78th Street to the north and west, Galpin Boulevard (County Road No. 117) to the east, and Arboretum Boulevard (Truck Hwy No. 5) to the southwest into an existing pond, and the rest of the site drains to the west into an existing wetland. Stormwater that travels through the wetland area outlets to the north, underneath West 78th Street, through a culvert. The property is mapped on FEMA FIRM Panel No. 270051 0005 B, for the City of Chanhassen, Carver County, dated July 2, 1979, and is in Zone “C”, areas of minimal flooding. Soils on the site are primarily sandy silt (Silty loam), in Hydrologic Soil Group (HSG) “C”. Proposed Development: The development will consist of an approximately ±33,032 square foot square foot daycare and after school facility, including a playground area, parking lots, and drives on site. The parking lot and drives will be graded to drain to a series of catch basins or curb cuts and then into the proposed biofiltration basin. The roof runoff will be collected and conveyed underground to the proposed biofiltration basin. The biofiltration basin, graded at a maximum slope of 1%, will be planted with vegetation to promote on site abstraction. Abstraction will also be achieved through infiltration into the existing soils. Because of the existing silty loam soils on site, abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel is not feasible and the site is to be considered a restricted site. According to the Minnesota Stormwater Manual, the existing soils on site only allow for an infiltration rate of 0.2 inches per hour. The existing site is composed primarily of Type C soils, therefore, according to the Minimal Impact Design Standards (MIDS) calculator, a maximum biofiltration basin depth of 0.8 feet is required 2 to allow for a drawdown time of 48 hours. Excess stormwater from the biofiltration basin overflows to the proposed stormwater retention basin on the west side of the property. The retention basin and associated outlet control structure will serve to provide both the required water quality and quantity management to meet the regulations set forth by the City of Chanhassen and the Riley Purgatory Bluff Creek Watershed District. Stormwater Management: Development standards set forth by the Riley Purgatory Bluff Creek Watershed District requires the following as listed in the official District Rules, Rule J, Section 3, Criteria: a. Limit peak runoff flow rates to that from existing conditions for the two-, 10-, and 100- year frequency storms events using a nested 24-hour rainfall distribution, and a 100- year, 10-day snowmelt event, for all points where stormwater discharge leaves the site; b. Provide for the abstraction onsite of 1.1 inches of runoff from impervious surface of the parcel*; c. Provide for at least sixty percent (60%) annual removal efficiency for total phosphorous, and at least ninety percent (90%) annual removal efficiency for total suspended solids from site runoff. *Due to the existing type C soils and poor projected infiltration rates on site, the site is considered a Restricted Site and only an abstraction of 0.55 inches of runoff from site impervious surface shall be required. The total existing drainage area is approximately 8.20 Acres. Please refer to the Drainage Area Maps for drainage sub catchments (see appendix). The tables below show the pre-development and post-development impervious inventory: EXISTING CONDITIONS Impervious Pervious Sub catchment (SF) (SF) A 0 29,949 B 16,791 30,967 C 283 20,295 D 4,960 254,063 TOTAL 22,034 335,274 6.17% Impervious TOTAL DRAINAGE AREA 357,308 3 PROPOSED CONDITIONS Impervious Pervious Sub catchment (SF) (SF) A 9,597 15,164 B 10,794 11,122 C 20,955 12,394 D 16,169 12,621 E 18,688 0 F 25,834 12,826 G 8,668 1,041 H 12,155 1,720 I 0 13,706 J 7,782 12,569 K 0 29,466 L 3,389 59,200 M 1,869 0 N 14,985 0 O 0 24,594 TOTAL 150,885 206,423 42.23% Impervious TOTAL DRAINAGE AREA 357,308 Water Quality: The Minimal Impact Design Standards (MIDS) calculator was used for water quality calculations. Water quality requirements shall be met using a biofiltration basin providing abstraction and treatment of the stormwater prior to overflowing into a retention pond. The design level 3 basin, along with the biofiltration basin together provide for over 90% TSS and 60% phosphorous removal. All stormwater from impervious surfaces shall be routed to the biofiltration basin to serve as pretreatment of the stormwater prior to entering the retention basin. Water quality is therefore achieved prior to stormwater entering the existing onsite wetland. Soils present on site are silty loam, HSG “C”, with an allowable infiltration rate of 0.2 in/hr according to the Minnesota Stormwater Manual. Abstraction can only be calculated for the bioretention basin and not the retention basin. 4 Proposed Site impervious Area from Parking Roofs, Sidewalks, etc = 107,543 sf Site impervious area routed to Biofiltration Basin = 104,154 sf Water abstraction volume required (restricted site) = Area of impervious x 0.55 inches = 107,543 SF x 0.55 in /1.0 / 12 in/ft = 4,931 CF Results (see appendix for additional MIDS calculation results): Performance Goal Requirement Performance goal volume retention requirement 4931 ft3 Volume removed by BMPs towards performance goal 4772 ft3* Percent volume removed towards performance goal 97% Annual Volume and Pollutant Load Reductions Post development annual runoff volume 6.9399 acre-ft Annual runoff volume removed by BMPs 5.3469 acre-ft Percent annual runoff volume removed 77% Post development annual particulate P load 3.11 lbs Annual particulate P removed by BMPs 2.81 lbs Post development annual dissolved P load 2.55 lbs Annual dissolved P removed by BMPs 2.06 lbs Percent annual total phosphorus removed 86% Post development annual TSS load 1029 lbs Annual TSS removed by BMPs 930 lbs Percent annual TSS removed 90% *The volume removed by BMPs towards the performance goal is within 5% of the volume retention requirement. Rate Control Rate control is achieved by the use of the bio-retention area and an outlet control structure (OCS) in the retention basin. A weir wall containing orifices within the OCS controls the rate of stormwater that outlets to the existing wetland area to the west and in turn controls the rate of water leaving from the entire site. Stormwater runoff was modeled for the Type-II 24-Hour 2, 10, and 100 year storm events using the SCS TR-20 runoff method. Rainfall data was gathered from NOAA Atlas 14 Point Precipitation Frequency Estimates and a nested 24-hour rainfall distribution was utilized. Stormwater runoff was also modeled for the 10-Day 100-Year Snowmelt event. 5 All existing proposed curve numbers are based on soil type “C”, silty loam, obtained from the geotechnical report (see appendix). See appendix for the existing and proposed drainage maps, and existing and proposed HydroCAD modeling. PEAK DISCHARGE RATES STORMWATER EVENT EXISTING (CFS) PROPOSED (CFS) 2-YEAR 4.08 4.08 10-YEAR 9.56 8.41 100-YEAR 22.48 19.96 10-DAY, 100 YEAR SNOWMELT 8.45 7.63 Retention Basin: Basin Bottom Elevation = 953.00’ Groundwater Elevation at BMP location = 946.50’ (see appendix for geotechnical report) Basin Storage below Normal Water Level = 12,319 CF Basin Storage above Normal Water Level = 31,964 CF Basin High Water Level = 959.25’ Basin Draw-Down Time = 36.35 hours Emergency Overflow Elevation = 959.25’ 2-Year Storm High Water Elevation = 957.19’ 10-Year Storm High Water Elevation = 957.92’ 100-Year Storm High Water Elevation = 959.25’* 100-Year, 10 Day Snowmelt High Water Elevation = 957.38’ *Critical water elevation Wetland Elements The maximum bounce of stormwater in the wetland is limited to 2 feet for all events. The maximum inundation time allowed is 48 hours. The results from the proposed modeling in HydroCAD are as follows: WETLAND: NORMAL WATER LEVEL 955.15’ EXISTING HIGH WATER LEVEL (100 YR) 956.95’ PROPOSED HIGH WATER LEVEL (100 YR) 957.15’ INUNDATION/DRAW DOWN TIME (HOURS) 38.30 APPENDIX APPENDIX A PROJECT SITE APPENDIX B APPENDIX C Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Storm Distribution Report Rainfall Depth vs. Time Type II 24-hr MN-Chanhassen 24-hr S1~ 2-yr MN-Chanhassen 24-hr S1~ 10-yr MN-Chanhassen 24-hr S1~ 100-yr Elapsed Time (hours) 242220181614121086420 Fr a c t i o n a l R a i n f a l l D e p t h 1.00 0.95 0.90 0.85 0.80 0.75 0.70 0.65 0.60 0.55 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Rainfall Depth vs. Time Time (hours) Type II 24-hr (depth) MN-Chanhassen 24-hr S1~ 2-yr (depth) MN-Chanhassen 24-hr S1~ 10-yr (depth) MN-Chanhassen 24-hr S1~ 100-yr (depth) 0.00 0.000000 0.000000 0.000000 0.000000 0.10 0.001005 0.000960 0.000910 0.000917 0.20 0.002020 0.001926 0.001826 0.001840 0.30 0.003045 0.002899 0.002749 0.002769 0.40 0.004080 0.003878 0.003677 0.003704 0.50 0.005125 0.004864 0.004612 0.004646 0.60 0.006180 0.005856 0.005553 0.005594 0.70 0.007245 0.006855 0.006501 0.006548 0.80 0.008320 0.007861 0.007455 0.007509 0.90 0.009405 0.008874 0.008416 0.008477 1.00 0.010500 0.009894 0.009384 0.009452 1.10 0.011605 0.010921 0.010358 0.010434 1.20 0.012720 0.011955 0.011340 0.011423 1.30 0.013845 0.012997 0.012329 0.012419 1.40 0.014980 0.014046 0.013325 0.013422 1.50 0.016125 0.015103 0.014329 0.014433 1.60 0.017280 0.016168 0.015340 0.015451 1.70 0.018445 0.017241 0.016359 0.016477 1.80 0.019620 0.018322 0.017385 0.017511 1.90 0.020805 0.019411 0.018420 0.018553 2.00 0.022000 0.020509 0.019462 0.019603 2.10 0.023205 0.021615 0.020513 0.020661 2.20 0.024420 0.022729 0.021572 0.021727 2.30 0.025645 0.023853 0.022640 0.022802 2.40 0.026880 0.024985 0.023716 0.023886 2.50 0.028125 0.026127 0.024801 0.024979 2.60 0.029380 0.027278 0.025896 0.026081 2.70 0.030645 0.028438 0.026999 0.027192 2.80 0.031920 0.029608 0.028112 0.028312 2.90 0.033205 0.030788 0.029234 0.029442 3.00 0.034500 0.031978 0.030366 0.030582 3.10 0.035805 0.033178 0.031507 0.031732 3.20 0.037120 0.034389 0.032659 0.032891 3.30 0.038445 0.035611 0.033822 0.034062 3.40 0.039780 0.036843 0.034995 0.035242 3.50 0.041125 0.038087 0.036178 0.036434 3.60 0.042480 0.039341 0.037373 0.037637 3.70 0.043845 0.040608 0.038578 0.038851 3.80 0.045220 0.041886 0.039796 0.040076 3.90 0.046605 0.043176 0.041025 0.041313 4.00 0.048000 0.044479 0.042265 0.042562 4.10 0.049410 0.045795 0.043519 0.043824 4.20 0.050840 0.047123 0.044784 0.045098 4.30 0.052290 0.048465 0.046063 0.046385 4.40 0.053760 0.049820 0.047354 0.047685 4.50 0.055250 0.051189 0.048659 0.048999 4.60 0.056760 0.052572 0.049978 0.050326 4.70 0.058290 0.053970 0.051311 0.051667 4.80 0.059840 0.055382 0.052658 0.053023 4.90 0.061410 0.056810 0.054020 0.054394 5.00 0.063000 0.058254 0.055397 0.055780 5.10 0.064610 0.059713 0.056790 0.057182 Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Rainfall Depth vs. Time (continued) Time (hours) Type II 24-hr (depth) MN-Chanhassen 24-hr S1~ 2-yr (depth) MN-Chanhassen 24-hr S1~ 10-yr (depth) MN-Chanhassen 24-hr S1~ 100-yr (depth) 5.20 0.066240 0.061189 0.058198 0.058600 5.30 0.067890 0.062682 0.059623 0.060034 5.40 0.069560 0.064192 0.061065 0.061485 5.50 0.071250 0.065720 0.062524 0.062953 5.60 0.072960 0.067266 0.064001 0.064439 5.70 0.074690 0.068832 0.065496 0.065944 5.80 0.076440 0.070416 0.067009 0.067467 5.90 0.078210 0.072020 0.068543 0.069010 6.00 0.080000 0.073645 0.070096 0.070572 6.10 0.081810 0.075291 0.071669 0.072156 6.20 0.083640 0.076959 0.073264 0.073760 6.30 0.085490 0.078649 0.074880 0.075386 6.40 0.087360 0.080362 0.076519 0.077035 6.50 0.089250 0.082099 0.078180 0.078707 6.60 0.091160 0.083861 0.079866 0.080403 6.70 0.093090 0.085648 0.081577 0.082124 6.80 0.095040 0.087461 0.083313 0.083871 6.90 0.097010 0.089302 0.085076 0.085644 7.00 0.099000 0.091171 0.086866 0.087445 7.10 0.101010 0.093069 0.088684 0.089274 7.20 0.103040 0.094997 0.090532 0.091132 7.30 0.105090 0.096957 0.092410 0.093022 7.40 0.107160 0.098949 0.094320 0.094943 7.50 0.109250 0.100975 0.096263 0.096897 7.60 0.111360 0.103036 0.098241 0.098886 7.70 0.113490 0.105134 0.100254 0.100910 7.80 0.115640 0.107270 0.102304 0.102972 7.90 0.117810 0.109446 0.104393 0.105073 8.00 0.120000 0.111663 0.106522 0.107214 8.10 0.122250 0.113924 0.108694 0.109398 8.20 0.124600 0.116230 0.110910 0.111627 8.30 0.127050 0.118584 0.113173 0.113901 8.40 0.129600 0.120987 0.115484 0.116225 8.50 0.132250 0.123443 0.117847 0.118600 8.60 0.135000 0.125954 0.120263 0.121030 8.70 0.137850 0.128523 0.122736 0.123516 8.80 0.140800 0.131154 0.125269 0.126062 8.90 0.143850 0.133849 0.127864 0.128671 9.00 0.147000 0.136612 0.130527 0.131348 9.10 0.150200 0.139448 0.133261 0.134096 9.20 0.153400 0.142361 0.136071 0.136919 9.30 0.156600 0.145356 0.138960 0.139823 9.40 0.159800 0.148438 0.141936 0.142813 9.50 0.163000 0.151614 0.145003 0.145896 9.60 0.166280 0.154891 0.148169 0.149077 9.70 0.169720 0.158276 0.151441 0.152364 9.80 0.173320 0.161777 0.154828 0.155766 9.90 0.177080 0.165405 0.158339 0.159293 10.00 0.181000 0.169170 0.161984 0.162955 10.10 0.185120 0.173085 0.165777 0.166765 10.20 0.189480 0.177165 0.169732 0.170737 10.30 0.194080 0.181425 0.173865 0.174888 Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Rainfall Depth vs. Time (continued) Time (hours) Type II 24-hr (depth) MN-Chanhassen 24-hr S1~ 2-yr (depth) MN-Chanhassen 24-hr S1~ 10-yr (depth) MN-Chanhassen 24-hr S1~ 100-yr (depth) 10.40 0.198920 0.185886 0.178196 0.179237 10.50 0.204000 0.190571 0.182748 0.183807 10.60 0.209400 0.195507 0.187548 0.188625 10.70 0.215200 0.200728 0.192629 0.193726 10.80 0.221400 0.206275 0.198032 0.199149 10.90 0.228000 0.212198 0.203808 0.204945 11.00 0.235000 0.218562 0.210020 0.211179 11.10 0.242680 0.225450 0.216753 0.217933 11.20 0.251320 0.232973 0.224116 0.225318 11.30 0.260920 0.241284 0.232263 0.233489 11.40 0.271480 0.250604 0.241414 0.242664 11.50 0.283000 0.261265 0.251906 0.253180 11.60 0.306840 0.286418 0.278291 0.280742 11.70 0.354360 0.315356 0.308604 0.312183 11.80 0.430793 0.350438 0.345283 0.349858 11.90 0.567859 0.398275 0.395144 0.400275 12.00 0.663000 0.558522 0.559621 0.554282 12.10 0.681960 0.621581 0.625166 0.619626 12.20 0.698640 0.661616 0.666969 0.662279 12.30 0.713040 0.693197 0.700022 0.696411 12.40 0.725160 0.720049 0.728171 0.725719 12.50 0.735000 0.743783 0.753082 0.751817 12.60 0.743440 0.753722 0.762852 0.761611 12.70 0.751360 0.762504 0.771468 0.770250 12.80 0.758760 0.770399 0.779200 0.778006 12.90 0.765640 0.777588 0.786232 0.785059 13.00 0.772000 0.784202 0.792692 0.791541 13.10 0.777960 0.790336 0.798677 0.797547 13.20 0.783640 0.796064 0.804259 0.803149 13.30 0.789040 0.801442 0.809496 0.808406 13.40 0.794160 0.806517 0.814432 0.813361 13.50 0.799000 0.811323 0.819104 0.818051 13.60 0.803600 0.815893 0.823542 0.822508 13.70 0.808000 0.820251 0.827772 0.826755 13.80 0.812200 0.824419 0.831813 0.830814 13.90 0.816200 0.828414 0.835686 0.834703 14.00 0.820000 0.832252 0.839403 0.838437 14.10 0.823665 0.835947 0.842980 0.842030 14.20 0.827260 0.839511 0.846427 0.845493 14.30 0.830785 0.842953 0.849756 0.848837 14.40 0.834240 0.846282 0.852974 0.852071 14.50 0.837625 0.849508 0.856089 0.855201 14.60 0.840940 0.852637 0.859110 0.858237 14.70 0.844185 0.855675 0.862042 0.861183 14.80 0.847360 0.858628 0.864891 0.864046 14.90 0.850465 0.861502 0.867662 0.866831 15.00 0.853500 0.864301 0.870360 0.869543 15.10 0.856465 0.867029 0.872989 0.872186 15.20 0.859360 0.869692 0.875553 0.874763 15.30 0.862185 0.872291 0.878055 0.877278 15.40 0.864940 0.874831 0.880499 0.879736 15.50 0.867625 0.877314 0.882888 0.882137 Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Rainfall Depth vs. Time (continued) Time (hours) Type II 24-hr (depth) MN-Chanhassen 24-hr S1~ 2-yr (depth) MN-Chanhassen 24-hr S1~ 10-yr (depth) MN-Chanhassen 24-hr S1~ 100-yr (depth) 15.60 0.870240 0.879743 0.885225 0.884487 15.70 0.872785 0.882122 0.887512 0.886786 15.80 0.875260 0.884451 0.889751 0.889037 15.90 0.877665 0.886735 0.891944 0.891243 16.00 0.880000 0.888973 0.894095 0.893405 16.10 0.882288 0.891170 0.896204 0.895526 16.20 0.884550 0.893325 0.898273 0.897607 16.30 0.886787 0.895442 0.900305 0.899650 16.40 0.889000 0.897521 0.902300 0.901657 16.50 0.891188 0.899565 0.904260 0.903628 16.60 0.893350 0.901574 0.906186 0.905566 16.70 0.895487 0.903550 0.908080 0.907471 16.80 0.897600 0.905493 0.909943 0.909345 16.90 0.899687 0.907406 0.911776 0.911188 17.00 0.901750 0.909289 0.913580 0.913003 17.10 0.903787 0.911144 0.915356 0.914790 17.20 0.905800 0.912971 0.917105 0.916550 17.30 0.907787 0.914771 0.918829 0.918283 17.40 0.909750 0.916545 0.920527 0.919992 17.50 0.911687 0.918295 0.922201 0.921676 17.60 0.913600 0.920020 0.923851 0.923336 17.70 0.915488 0.921721 0.925478 0.924973 17.80 0.917350 0.923400 0.927084 0.926589 17.90 0.919188 0.925057 0.928668 0.928182 18.00 0.921000 0.926692 0.930231 0.929755 18.10 0.922787 0.928307 0.931774 0.931308 18.20 0.924550 0.929901 0.933297 0.932841 18.30 0.926288 0.931476 0.934801 0.934355 18.40 0.928000 0.933031 0.936287 0.935850 18.50 0.929688 0.934568 0.937755 0.937327 18.60 0.931350 0.936087 0.939205 0.938787 18.70 0.932987 0.937589 0.940639 0.940229 18.80 0.934600 0.939073 0.942055 0.941655 18.90 0.936187 0.940541 0.943456 0.943065 19.00 0.937750 0.941992 0.944841 0.944458 19.10 0.939288 0.943428 0.946210 0.945837 19.20 0.940800 0.944848 0.947565 0.947200 19.30 0.942288 0.946253 0.948905 0.948549 19.40 0.943750 0.947644 0.950230 0.949883 19.50 0.945187 0.949020 0.951542 0.951204 19.60 0.946600 0.950382 0.952840 0.952511 19.70 0.947987 0.951730 0.954125 0.953804 19.80 0.949350 0.953065 0.955397 0.955085 19.90 0.950688 0.954387 0.956657 0.956352 20.00 0.952000 0.955696 0.957904 0.957608 20.10 0.953297 0.956993 0.959139 0.958851 20.20 0.954590 0.958277 0.960362 0.960082 20.30 0.955877 0.959549 0.961573 0.961302 20.40 0.957160 0.960810 0.962773 0.962510 20.50 0.958437 0.962059 0.963962 0.963707 20.60 0.959710 0.963297 0.965140 0.964893 20.70 0.960977 0.964524 0.966308 0.966069 Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Rainfall Depth vs. Time (continued) Time (hours) Type II 24-hr (depth) MN-Chanhassen 24-hr S1~ 2-yr (depth) MN-Chanhassen 24-hr S1~ 10-yr (depth) MN-Chanhassen 24-hr S1~ 100-yr (depth) 20.80 0.962240 0.965740 0.967465 0.967234 20.90 0.963498 0.966945 0.968612 0.968388 21.00 0.964750 0.968140 0.969749 0.969533 21.10 0.965997 0.969325 0.970876 0.970668 21.20 0.967240 0.970500 0.971993 0.971793 21.30 0.968477 0.971666 0.973101 0.972909 21.40 0.969710 0.972821 0.974200 0.974015 21.50 0.970938 0.973968 0.975289 0.975112 21.60 0.972160 0.975105 0.976370 0.976201 21.70 0.973378 0.976232 0.977442 0.977280 21.80 0.974590 0.977352 0.978506 0.978351 21.90 0.975797 0.978462 0.979560 0.979413 22.00 0.977000 0.979563 0.980607 0.980467 22.10 0.978197 0.980657 0.981646 0.981513 22.20 0.979390 0.981742 0.982676 0.982551 22.30 0.980577 0.982819 0.983699 0.983581 22.40 0.981760 0.983887 0.984714 0.984603 22.50 0.982937 0.984948 0.985721 0.985618 22.60 0.984110 0.986002 0.986721 0.986625 22.70 0.985277 0.987047 0.987713 0.987624 22.80 0.986440 0.988085 0.988699 0.988617 22.90 0.987597 0.989116 0.989677 0.989602 23.00 0.988750 0.990139 0.990648 0.990580 23.10 0.989897 0.991156 0.991613 0.991551 23.20 0.991040 0.992165 0.992570 0.992516 23.30 0.992177 0.993168 0.993521 0.993474 23.40 0.993310 0.994163 0.994466 0.994425 23.50 0.994437 0.995152 0.995404 0.995370 23.60 0.995560 0.996135 0.996335 0.996308 23.70 0.996677 0.997110 0.997260 0.997240 23.80 0.997790 0.998080 0.998180 0.998166 23.90 0.998897 0.999043 0.999093 0.999086 24.00 1.000000 1.000000 1.000000 1.000000 APPENDIX D OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHEOHEOHEOHEOHEOHEOHEOHEOHEOHE O H E O H E O H E O H E O H E O H E O H E OHEOHEOHEOHEOHE O H E O H E OHE OHE OHE OHE OHE OHE OHE OHE OHE DU M P E D M A T E R I A L N O B U I L D I N G S O N S I T E GAS GAS G A S GA S GAS GAS GAS GAS GAS I N I T I A L D A T E D P O R P M D E S D R W E n g i n e e r i n g A s s o c i a t e s , I n c . C E I P R O J E C T N O . JOB # 28660 DRAWING: Drainage Maps.dwg LAST SAVED BY: SMICHNO S C A L E I N F E E T 8 0 ' 6 0 ' 0 4 0 ' TS Y S O T O S E N N I M A D U O Y E R O F E B L L A C 1 - 6 5 1 - 4 5 4 - 0 0 0 2 ME G I L L A C E N L E G E N D P R O P O S E D D R A I N A G E A R E A P O N D S U B C A T C H M E N T 9 0 6 X 8 5 1 . 2 7 G X 9 3 4 . 3 E x i s t i n g S p o t E l e v a t i o n G u t t e r E x i s t i n g C o n t o u r E x i s t i n g S p o t E l e v a t i o n W A C G a t e V a l v e G a s M e t e r W a t e r M a n h o l e T e l e p h o n e B o x T e l e p h o n e M a n h o l e L i g h t P o l e A i r C o n d i t i o n i n g U n i t C a t c h b a s i n C a t c h b a s i n S t o r m M a n h o l e S a n i t a r y M a n h o l e S X X X F e n c e G a s W a t e r G W H y d r a n t e C o n c r e t e C u r b P r o p e r t y M o n u m e n t C o n c r e t e U n d e r g r o u n d E l e c t r i c O v e r h e a d E l e c t r i c U n d e r g r o u n d T e l e p h o n e R i g h t o f A c c e s s S a n i t a r y S e w e r E l e c t r i c M e t e r E l e c t r i c B o x P o w e r P o l e E l e c t r i c M a n h o l e U n k n o w n M a n h o l e E X I S T I N G APPENDIX E A South B East C North D To Existing Wetland Pond T TOTAL 1P Wetland Pond Routing Diagram for Existing Model Prepared by Hewlett-Packard Company, Printed 3/19/2015 HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link CLA Chanhassen - Existing Conditions Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 335,274 74 >75% Grass cover, Good, HSG C (A, B, C, D) 22,034 98 Unconnected pavement, HSG C (B, C, D) 357,308 75 TOTAL AREA CLA Chanhassen - Existing Conditions Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 357,308 HSG C A, B, C, D 0 HSG D 0 Other 357,308 TOTAL AREA CLA Chanhassen - Existing Conditions Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 335,274 0 0 335,274 >75% Grass cover, Good 0 0 22,034 0 0 22,034 Unconnected pavement 0 0 357,308 0 0 357,308 TOTAL AREA CLA Chanhassen - Existing Conditions Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 955.15 954.50 105.0 0.0062 0.013 24.0 0.0 0.0 CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,949 sf 0.00% Impervious Runoff Depth=0.82"Subcatchment A: South Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=74 Runoff=0.71 cfs 2,048 cf Runoff Area=47,758 sf 35.16% Impervious Runoff Depth=1.27"Subcatchment B: East Flow Length=130' Tc=10.2 min CN=82 Runoff=2.09 cfs 5,053 cf Runoff Area=20,578 sf 1.38% Impervious Runoff Depth=0.82"Subcatchment C: North Flow Length=190' Tc=19.1 min CN=74 Runoff=0.41 cfs 1,407 cf Runoff Area=259,023 sf 1.91% Impervious Runoff Depth=0.82"Subcatchment D: To Existing Wetland Flow Length=295' Tc=13.8 min CN=74 Runoff=6.15 cfs 17,715 cf Inflow=4.08 cfs 26,048 cfReach T: TOTAL Outflow=4.08 cfs 26,048 cf Peak Elev=955.80' Storage=4,896 cf Inflow=6.15 cfs 17,715 cfPond 1P: Wetland Pond 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=2.08 cfs 17,539 cf Total Runoff Area = 357,308 sf Runoff Volume = 26,223 cf Average Runoff Depth = 0.88" 93.83% Pervious = 335,274 sf 6.17% Impervious = 22,034 sf CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: South Runoff = 0.71 cfs @ 12.07 hrs, Volume= 2,048 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 29,949 74 >75% Grass cover, Good, HSG C 29,949 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 150 0.0550 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment A: South Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=29,949 sf Runoff Volume=2,048 cf Runoff Depth=0.82" Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=74 0.71 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: East Runoff = 2.09 cfs @ 12.02 hrs, Volume= 5,053 cf, Depth= 1.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 30,967 74 >75% Grass cover, Good, HSG C 16,791 98 Unconnected pavement, HSG C 47,758 82 Weighted Average 30,967 64.84% Pervious Area 16,791 35.16% Impervious Area 16,791 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 90 0.0500 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.6 40 0.0250 1.18 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 10.2 130 Total Subcatchment B: East Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=47,758 sf Runoff Volume=5,053 cf Runoff Depth=1.27" Flow Length=130' Tc=10.2 min CN=82 2.09 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: North Runoff = 0.41 cfs @ 12.14 hrs, Volume= 1,407 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 20,295 74 >75% Grass cover, Good, HSG C 283 98 Unconnected pavement, HSG C 20,578 74 Weighted Average 20,295 98.62% Pervious Area 283 1.38% Impervious Area 283 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.8 170 0.0333 0.15 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 19.1 190 Total Subcatchment C: North Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=20,578 sf Runoff Volume=1,407 cf Runoff Depth=0.82" Flow Length=190' Tc=19.1 min CN=74 0.41 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: To Existing Wetland Pond Runoff = 6.15 cfs @ 12.07 hrs, Volume= 17,715 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 254,063 74 >75% Grass cover, Good, HSG C 4,960 98 Unconnected pavement, HSG C 259,023 74 Weighted Average 254,063 98.09% Pervious Area 4,960 1.91% Impervious Area 4,960 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 275 0.2000 0.34 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 13.8 295 Total Subcatchment D: To Existing Wetland Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=259,023 sf Runoff Volume=17,715 cf Runoff Depth=0.82" Flow Length=295' Tc=13.8 min CN=74 6.15 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf, 6.17% Impervious, Inflow Depth = 0.87" for 2-yr event Inflow = 4.08 cfs @ 12.07 hrs, Volume= 26,048 cf Outflow = 4.08 cfs @ 12.07 hrs, Volume= 26,048 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=357,308 sf 4.08 cfs 4.08 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Pond Inflow Area = 259,023 sf, 1.91% Impervious, Inflow Depth = 0.82" for 2-yr event Inflow = 6.15 cfs @ 12.07 hrs, Volume= 17,715 cf Outflow = 2.08 cfs @ 12.31 hrs, Volume= 17,539 cf, Atten= 66%, Lag= 14.4 min Primary = 2.08 cfs @ 12.31 hrs, Volume= 17,539 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 955.80' @ 12.31 hrs Surf.Area= 12,228 sf Storage= 4,896 cf Plug-Flow detention time= 61.8 min calculated for 17,539 cf (99% of inflow) Center-of-Mass det. time= 55.7 min ( 929.1 - 873.5 ) Volume Invert Avail.Storage Storage Description #1 955.00' 261,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 27 0 0 956.00 15,297 7,662 7,662 957.00 32,340 23,819 31,481 958.00 45,663 39,002 70,482 959.00 55,163 50,413 120,895 960.00 71,776 63,470 184,365 961.00 82,703 77,240 261,604 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=2.07 cfs @ 12.31 hrs HW=955.80' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 2.07 cfs @ 3.51 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 2-yr Rainfall=2.86"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=259,023 sf Peak Elev=955.80' Storage=4,896 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 6.15 cfs 2.08 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,949 sf 0.00% Impervious Runoff Depth=1.78"Subcatchment A: South Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=74 Runoff=1.62 cfs 4,448 cf Runoff Area=47,758 sf 35.16% Impervious Runoff Depth=2.42"Subcatchment B: East Flow Length=130' Tc=10.2 min CN=82 Runoff=3.97 cfs 9,624 cf Runoff Area=20,578 sf 1.38% Impervious Runoff Depth=1.78"Subcatchment C: North Flow Length=190' Tc=19.1 min CN=74 Runoff=0.94 cfs 3,056 cf Runoff Area=259,023 sf 1.91% Impervious Runoff Depth=1.78"Subcatchment D: To Existing Wetland Flow Length=295' Tc=13.8 min CN=74 Runoff=14.07 cfs 38,468 cf Inflow=9.56 cfs 55,420 cfReach T: TOTAL Outflow=9.56 cfs 55,420 cf Peak Elev=956.23' Storage=11,558 cf Inflow=14.07 cfs 38,468 cfPond 1P: Wetland Pond 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=5.20 cfs 38,292 cf Total Runoff Area = 357,308 sf Runoff Volume = 55,595 cf Average Runoff Depth = 1.87" 93.83% Pervious = 335,274 sf 6.17% Impervious = 22,034 sf CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: South Runoff = 1.62 cfs @ 12.06 hrs, Volume= 4,448 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 29,949 74 >75% Grass cover, Good, HSG C 29,949 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 150 0.0550 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment A: South Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=29,949 sf Runoff Volume=4,448 cf Runoff Depth=1.78" Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=74 1.62 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: East Runoff = 3.97 cfs @ 12.02 hrs, Volume= 9,624 cf, Depth= 2.42" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 30,967 74 >75% Grass cover, Good, HSG C 16,791 98 Unconnected pavement, HSG C 47,758 82 Weighted Average 30,967 64.84% Pervious Area 16,791 35.16% Impervious Area 16,791 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 90 0.0500 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.6 40 0.0250 1.18 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 10.2 130 Total Subcatchment B: East Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=47,758 sf Runoff Volume=9,624 cf Runoff Depth=2.42" Flow Length=130' Tc=10.2 min CN=82 3.97 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: North Runoff = 0.94 cfs @ 12.12 hrs, Volume= 3,056 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 20,295 74 >75% Grass cover, Good, HSG C 283 98 Unconnected pavement, HSG C 20,578 74 Weighted Average 20,295 98.62% Pervious Area 283 1.38% Impervious Area 283 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.8 170 0.0333 0.15 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 19.1 190 Total Subcatchment C: North Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=20,578 sf Runoff Volume=3,056 cf Runoff Depth=1.78" Flow Length=190' Tc=19.1 min CN=74 0.94 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: To Existing Wetland Pond Runoff = 14.07 cfs @ 12.06 hrs, Volume= 38,468 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 254,063 74 >75% Grass cover, Good, HSG C 4,960 98 Unconnected pavement, HSG C 259,023 74 Weighted Average 254,063 98.09% Pervious Area 4,960 1.91% Impervious Area 4,960 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 275 0.2000 0.34 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 13.8 295 Total Subcatchment D: To Existing Wetland Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=259,023 sf Runoff Volume=38,468 cf Runoff Depth=1.78" Flow Length=295' Tc=13.8 min CN=74 14.07 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf, 6.17% Impervious, Inflow Depth = 1.86" for 10-yr event Inflow = 9.56 cfs @ 12.07 hrs, Volume= 55,420 cf Outflow = 9.56 cfs @ 12.07 hrs, Volume= 55,420 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=357,308 sf 9.56 cfs 9.56 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Pond Inflow Area = 259,023 sf, 1.91% Impervious, Inflow Depth = 1.78" for 10-yr event Inflow = 14.07 cfs @ 12.06 hrs, Volume= 38,468 cf Outflow = 5.20 cfs @ 12.27 hrs, Volume= 38,292 cf, Atten= 63%, Lag= 12.6 min Primary = 5.20 cfs @ 12.27 hrs, Volume= 38,292 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 956.23' @ 12.27 hrs Surf.Area= 19,152 sf Storage= 11,558 cf Plug-Flow detention time= 48.1 min calculated for 38,265 cf (99% of inflow) Center-of-Mass det. time= 46.1 min ( 895.7 - 849.6 ) Volume Invert Avail.Storage Storage Description #1 955.00' 261,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 27 0 0 956.00 15,297 7,662 7,662 957.00 32,340 23,819 31,481 958.00 45,663 39,002 70,482 959.00 55,163 50,413 120,895 960.00 71,776 63,470 184,365 961.00 82,703 77,240 261,604 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=5.18 cfs @ 12.27 hrs HW=956.22' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 5.18 cfs @ 4.37 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 10-yr Rainfall=4.25"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=259,023 sf Peak Elev=956.23' Storage=11,558 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 14.07 cfs 5.20 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,949 sf 0.00% Impervious Runoff Depth=4.34"Subcatchment A: South Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=74 Runoff=3.96 cfs 10,831 cf Runoff Area=47,758 sf 35.16% Impervious Runoff Depth=5.24"Subcatchment B: East Flow Length=130' Tc=10.2 min CN=82 Runoff=8.36 cfs 20,837 cf Runoff Area=20,578 sf 1.38% Impervious Runoff Depth=4.34"Subcatchment C: North Flow Length=190' Tc=19.1 min CN=74 Runoff=2.33 cfs 7,442 cf Runoff Area=259,023 sf 1.91% Impervious Runoff Depth=4.34"Subcatchment D: To Existing Wetland Flow Length=295' Tc=13.8 min CN=74 Runoff=34.40 cfs 93,678 cf Inflow=22.48 cfs 132,613 cfReach T: TOTAL Outflow=22.48 cfs 132,613 cf Peak Elev=956.95' Storage=29,932 cf Inflow=34.40 cfs 93,678 cfPond 1P: Wetland Pond 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=11.88 cfs 93,502 cf Total Runoff Area = 357,308 sf Runoff Volume = 132,789 cf Average Runoff Depth = 4.46" 93.83% Pervious = 335,274 sf 6.17% Impervious = 22,034 sf CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: South Runoff = 3.96 cfs @ 12.06 hrs, Volume= 10,831 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 29,949 74 >75% Grass cover, Good, HSG C 29,949 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 150 0.0550 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment A: South Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=29,949 sf Runoff Volume=10,831 cf Runoff Depth=4.34" Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=74 3.96 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: East Runoff = 8.36 cfs @ 12.01 hrs, Volume= 20,837 cf, Depth= 5.24" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 30,967 74 >75% Grass cover, Good, HSG C 16,791 98 Unconnected pavement, HSG C 47,758 82 Weighted Average 30,967 64.84% Pervious Area 16,791 35.16% Impervious Area 16,791 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 90 0.0500 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.6 40 0.0250 1.18 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 10.2 130 Total Subcatchment B: East Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=47,758 sf Runoff Volume=20,837 cf Runoff Depth=5.24" Flow Length=130' Tc=10.2 min CN=82 8.36 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: North Runoff = 2.33 cfs @ 12.12 hrs, Volume= 7,442 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 20,295 74 >75% Grass cover, Good, HSG C 283 98 Unconnected pavement, HSG C 20,578 74 Weighted Average 20,295 98.62% Pervious Area 283 1.38% Impervious Area 283 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.8 170 0.0333 0.15 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 19.1 190 Total Subcatchment C: North Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=20,578 sf Runoff Volume=7,442 cf Runoff Depth=4.34" Flow Length=190' Tc=19.1 min CN=74 2.33 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: To Existing Wetland Pond Runoff = 34.40 cfs @ 12.06 hrs, Volume= 93,678 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 254,063 74 >75% Grass cover, Good, HSG C 4,960 98 Unconnected pavement, HSG C 259,023 74 Weighted Average 254,063 98.09% Pervious Area 4,960 1.91% Impervious Area 4,960 100.00% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 275 0.2000 0.34 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 13.8 295 Total Subcatchment D: To Existing Wetland Pond Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=259,023 sf Runoff Volume=93,678 cf Runoff Depth=4.34" Flow Length=295' Tc=13.8 min CN=74 34.40 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf, 6.17% Impervious, Inflow Depth = 4.45" for 100-yr event Inflow = 22.48 cfs @ 12.06 hrs, Volume= 132,613 cf Outflow = 22.48 cfs @ 12.06 hrs, Volume= 132,613 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=357,308 sf 22.48 cfs 22.48 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Pond Inflow Area = 259,023 sf, 1.91% Impervious, Inflow Depth = 4.34" for 100-yr event Inflow = 34.40 cfs @ 12.06 hrs, Volume= 93,678 cf Outflow = 11.88 cfs @ 12.27 hrs, Volume= 93,502 cf, Atten= 65%, Lag= 13.0 min Primary = 11.88 cfs @ 12.27 hrs, Volume= 93,502 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 956.95' @ 12.27 hrs Surf.Area= 31,513 sf Storage= 29,932 cf Plug-Flow detention time= 43.1 min calculated for 93,437 cf (100% of inflow) Center-of-Mass det. time= 42.4 min ( 866.5 - 824.1 ) Volume Invert Avail.Storage Storage Description #1 955.00' 261,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 27 0 0 956.00 15,297 7,662 7,662 957.00 32,340 23,819 31,481 958.00 45,663 39,002 70,482 959.00 55,163 50,413 120,895 960.00 71,776 63,470 184,365 961.00 82,703 77,240 261,604 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=11.85 cfs @ 12.27 hrs HW=956.95' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 11.85 cfs @ 5.26 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 100-yr Rainfall=7.34"Existing Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=259,023 sf Peak Elev=956.95' Storage=29,932 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 34.40 cfs 11.88 cfs A South B East C North D To Existing Wetland Pond T TOTAL 1P Wetland Pond Routing Diagram for Existing Model 10-day Snowmelt Prepared by Hewlett-Packard Company, Printed 3/19/2015 HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link CLA Chanhassen - Existing Conditions Existing Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 335,274 98 >75% Grass cover, Good, HSG C (A, B, C, D) 22,034 98 Unconnected pavement, HSG C (B, C, D) 357,308 98 TOTAL AREA CLA Chanhassen - Existing Conditions Existing Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 357,308 HSG C A, B, C, D 0 HSG D 0 Other 357,308 TOTAL AREA CLA Chanhassen - Existing Conditions Existing Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 335,274 0 0 335,274 >75% Grass cover, Good 0 0 22,034 0 0 22,034 Unconnected pavement 0 0 357,308 0 0 357,308 TOTAL AREA CLA Chanhassen - Existing Conditions Existing Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 955.15 954.50 105.0 0.0062 0.013 24.0 0.0 0.0 CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=29,949 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment A: South Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=98 Runoff=0.83 cfs 17,718 cf Runoff Area=47,758 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment B: East Flow Length=130' Tc=10.2 min CN=98 Runoff=1.34 cfs 28,255 cf Runoff Area=20,578 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment C: North Flow Length=190' Tc=19.1 min CN=98 Runoff=0.56 cfs 12,173 cf Runoff Area=259,023 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment D: To Existing Wetland Flow Length=295' Tc=13.8 min CN=98 Runoff=7.19 cfs 153,237 cf Inflow=8.44 cfs 210,894 cfReach T: TOTAL Outflow=8.44 cfs 210,894 cf Peak Elev=956.32' Storage=13,404 cf Inflow=7.19 cfs 153,237 cfPond 1P: Wetland Pond 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=5.98 cfs 152,748 cf Total Runoff Area = 357,308 sf Runoff Volume = 211,382 cf Average Runoff Depth = 7.10" 0.00% Pervious = 0 sf 100.00% Impervious = 357,308 sf CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: South Runoff = 0.83 cfs @ 119.16 hrs, Volume= 17,718 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Area (sf) CN Description * 29,949 98 >75% Grass cover, Good, HSG C 29,949 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.9 150 0.0550 0.18 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment A: South Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Runoff Area=29,949 sf Runoff Volume=17,718 cf Runoff Depth>7.10" Flow Length=150' Slope=0.0550 '/' Tc=13.9 min CN=98 0.83 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: East Runoff = 1.34 cfs @ 119.12 hrs, Volume= 28,255 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Area (sf) CN Description * 30,967 98 >75% Grass cover, Good, HSG C 16,791 98 Unconnected pavement, HSG C 47,758 98 Weighted Average 47,758 100.00% Impervious Area 16,791 35.16% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 90 0.0500 0.16 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.6 40 0.0250 1.18 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 10.2 130 Total Subcatchment B: East Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Runoff Area=47,758 sf Runoff Volume=28,255 cf Runoff Depth>7.10" Flow Length=130' Tc=10.2 min CN=98 1.34 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: North Runoff = 0.56 cfs @ 119.21 hrs, Volume= 12,173 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Area (sf) CN Description * 20,295 98 >75% Grass cover, Good, HSG C 283 98 Unconnected pavement, HSG C 20,578 98 Weighted Average 20,578 100.00% Impervious Area 283 1.38% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 18.8 170 0.0333 0.15 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 19.1 190 Total Subcatchment C: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Runoff Area=20,578 sf Runoff Volume=12,173 cf Runoff Depth>7.10" Flow Length=190' Tc=19.1 min CN=98 0.56 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: To Existing Wetland Pond Runoff = 7.19 cfs @ 119.16 hrs, Volume= 153,237 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Area (sf) CN Description * 254,063 98 >75% Grass cover, Good, HSG C 4,960 98 Unconnected pavement, HSG C 259,023 98 Weighted Average 259,023 100.00% Impervious Area 4,960 1.91% Unconnected Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 13.5 275 0.2000 0.34 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 0.3 20 0.0250 1.03 Sheet Flow, Bituminous Smooth surfaces n= 0.011 P2= 2.86" 13.8 295 Total Subcatchment D: To Existing Wetland Pond Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34" Runoff Area=259,023 sf Runoff Volume=153,237 cf Runoff Depth>7.10" Flow Length=295' Tc=13.8 min CN=98 7.19 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf,100.00% Impervious, Inflow Depth > 7.08" for 10 day 100-yr Snowmelt event Inflow = 8.44 cfs @ 119.26 hrs, Volume= 210,894 cf Outflow = 8.44 cfs @ 119.26 hrs, Volume= 210,894 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=357,308 sf 8.44 cfs 8.44 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Pond Inflow Area = 259,023 sf,100.00% Impervious, Inflow Depth > 7.10" for 10 day 100-yr Snowmelt event Inflow = 7.19 cfs @ 119.16 hrs, Volume= 153,237 cf Outflow = 5.98 cfs @ 119.43 hrs, Volume= 152,748 cf, Atten= 17%, Lag= 16.7 min Primary = 5.98 cfs @ 119.43 hrs, Volume= 152,748 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 956.32' @ 119.43 hrs Surf.Area= 20,729 sf Storage= 13,404 cf Plug-Flow detention time= 74.7 min calculated for 152,717 cf (100% of inflow) Center-of-Mass det. time= 52.4 min ( 7,389.1 - 7,336.7 ) Volume Invert Avail.Storage Storage Description #1 955.00' 261,604 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 27 0 0 956.00 15,297 7,662 7,662 957.00 32,340 23,819 31,481 958.00 45,663 39,002 70,482 959.00 55,163 50,413 120,895 960.00 71,776 63,470 184,365 961.00 82,703 77,240 261,604 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=5.98 cfs @ 119.43 hrs HW=956.32' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 5.98 cfs @ 4.52 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 10 day 100-yr Snowmelt Rainfall=7.34"Existing Model 10-day Snowm Printed 3/19/2015Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Pond Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=259,023 sf Peak Elev=956.32' Storage=13,404 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 7.19 cfs 5.98 cfs APPENDIX F O H E O H E O H E O H E O H E O H E O H E O H E O H E O H E O H E O H E O H E O H E O H E OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OHE OH E OH E GA S GA S GA S GAS GA S GA S GA S GA S GA S GA S GA S GA S GA S 33,032 SF FFE 966.75 SS SS 20' PARKING SETBACK 20 ' P A R K I N G S E T B A C K 15 ' B U I L D I N G S E T B A C K 20' P A R K I N G S E T B A C K 50' B U I L D I N G S E T B A C K 70' BUILDING SETBACK 1 6 . 5 ' 1 5 ' INITIAL DATE DPOR PM DES DRW Engineering Associates, Inc. CEI PROJECT NO. DATENO.DESCRIPTION JO B # 28 6 6 0 D R A W I N G : Pr o p o s e d D r a i n a g e M a p . d w g L A S T S A V E D B Y : SM I C H N O L O C A T I O N : P: \ 2 8 0 0 0 \ 2 8 6 6 0 . 0 \ D r a w i n g s \ D e s i g n \ R e v - 0 \ P r o p o s e d D r a i n a g e M a p . d w g SCALE IN FEET 80'60'0 40' TSYS O TO S E N N I M A D UOYEROFEBLLAC 1 - 6 5 1 - 4 5 4 - 0 0 0 2 M E G I LLACEN LEGEND PROPOSED DRAINAGE AREA POND SUBCATCHMENT 906 X 851.27G X 934.3 Existing Spot Elevation Gutter Existing Contour Existing Spot Elevation W AC Gate Valve Gas Meter Water Manhole Telephone Box Telephone Manhole Light Pole Air Conditioning Unit Catchbasin Catchbasin Storm Manhole Sanitary Manhole S X X X Fence Gas Water G W Hydrant e Concrete Curb Property Monument Concrete Underground Electric Overhead Electric Underground Telephone Right of Access Sanitary Sewer Electric Meter Electric Box Power Pole Electric Manhole Unknown Manhole EXISTING APPENDIX G A Southeast Parking and Drive B South Parking and Drive C East Parking and Drive D Northeast Parking and Drive E Roof F Northwest Parking and Drive G West Parking and Drive H Southwest Parking and Drive I Southwest J West K Northwest L North M Courtyard N Roof O East T TOTAL 1P Wetland 2P NURP Pond 3P Biofiltration Basin CB 2CB CB 2CB 3CB CB 3 CB 4CB CB 4 CB1CB CB 1 CB5CB CB 5 MH 1CB MH 1 MH 2CB MH 2 MH 3CB MH 3 MH 4CB MH 4 Routing Diagram for Proposed Model Prepared by Hewlett-Packard Company, Printed 3/19/2015 HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link CLA Chanhassen - Proposed Conditions Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 206,441 74 >75% Grass cover, Good, HSG C (A, B, C, D, F, G, H, I, J, K, L, O) 107,543 98 Paved parking, HSG C (A, B, C, D, F, G, H, L) 35,542 98 Roofs, HSG C (E, M, N) 7,782 98 Water Surface, HSG C (J) 357,308 84 TOTAL AREA CLA Chanhassen - Proposed Conditions Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 357,308 HSG C A, B, C, D, E, F, G, H, I, J, K, L, M, N, O 0 HSG D 0 Other 357,308 TOTAL AREA CLA Chanhassen - Proposed Conditions Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 206,441 0 0 206,441 >75% Grass cover, Good 0 0 107,543 0 0 107,543 Paved parking 0 0 35,542 0 0 35,542 Roofs 0 0 7,782 0 0 7,782 Water Surface 0 0 357,308 0 0 357,308 TOTAL AREA CLA Chanhassen - Proposed Conditions Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 955.15 954.50 105.0 0.0062 0.013 24.0 0.0 0.0 2 2P 956.00 955.75 20.0 0.0125 0.011 24.0 0.0 0.0 3 CB 2 961.40 959.95 290.0 0.0050 0.011 15.0 0.0 0.0 4 CB 3 959.95 959.40 107.0 0.0051 0.011 18.0 0.0 0.0 5 CB 4 959.40 958.70 140.0 0.0050 0.011 24.0 0.0 0.0 6 CB1 961.80 961.36 89.0 0.0049 0.011 15.0 0.0 0.0 7 CB5 958.70 958.50 15.0 0.0133 0.011 24.0 0.0 0.0 8 MH 1 961.35 961.13 45.0 0.0049 0.011 15.0 0.0 0.0 9 MH 2 961.13 960.62 102.0 0.0050 0.011 15.0 0.0 0.0 10 MH 3 960.62 959.85 153.0 0.0050 0.011 15.0 0.0 0.0 11 MH 4 959.85 959.40 90.0 0.0050 0.011 18.0 0.0 0.0 CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,743 sf 38.71% Impervious Runoff Depth=1.33"Subcatchment A: Southeast Parking and Flow Length=250' Tc=25.6 min CN=83 Runoff=0.72 cfs 2,752 cf Runoff Area=21,916 sf 49.25% Impervious Runoff Depth=1.54"Subcatchment B: South Parking and Drive Flow Length=200' Tc=19.1 min CN=86 Runoff=0.88 cfs 2,818 cf Runoff Area=33,349 sf 62.84% Impervious Runoff Depth=1.77"Subcatchment C: East Parking and Drive Flow Length=152' Tc=9.9 min CN=89 Runoff=2.04 cfs 4,929 cf Runoff Area=28,790 sf 56.16% Impervious Runoff Depth=1.62"Subcatchment D: Northeast Parking and Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=87 Runoff=2.01 cfs 3,881 cf Runoff Area=18,688 sf 100.00% Impervious Runoff Depth=2.63"Subcatchment E: Roof Tc=5.0 min CN=98 Runoff=1.75 cfs 4,094 cf Runoff Area=38,660 sf 66.82% Impervious Runoff Depth=1.86"Subcatchment F: Northwest Parking and Flow Length=225' Tc=11.7 min CN=90 Runoff=2.33 cfs 5,979 cf Runoff Area=9,709 sf 89.28% Impervious Runoff Depth=2.31"Subcatchment G: West Parking and Drive Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=95 Runoff=0.90 cfs 1,871 cf Runoff Area=13,875 sf 87.60% Impervious Runoff Depth=2.31"Subcatchment H: Southwest Parking and Tc=5.0 min CN=95 Runoff=1.22 cfs 2,674 cf Runoff Area=13,724 sf 0.00% Impervious Runoff Depth=0.82"Subcatchment I: Southwest Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=74 Runoff=0.20 cfs 939 cf Runoff Area=20,351 sf 38.24% Impervious Runoff Depth=1.33"Subcatchment J: West Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=83 Runoff=1.08 cfs 2,264 cf Runoff Area=29,466 sf 0.00% Impervious Runoff Depth=0.82"Subcatchment K: Northwest Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=74 Runoff=1.04 cfs 2,015 cf Runoff Area=62,589 sf 5.41% Impervious Runoff Depth=0.87"Subcatchment L: North Tc=15.0 min CN=75 Runoff=1.52 cfs 4,540 cf Runoff Area=1,869 sf 100.00% Impervious Runoff Depth=2.63"Subcatchment M: Courtyard Tc=5.0 min CN=98 Runoff=0.17 cfs 409 cf Runoff Area=14,985 sf 100.00% Impervious Runoff Depth=2.63"Subcatchment N: Roof Tc=5.0 min CN=98 Runoff=1.40 cfs 3,283 cf Runoff Area=24,594 sf 0.00% Impervious Runoff Depth=0.82"Subcatchment O: East Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=74 Runoff=0.71 cfs 1,682 cf Inflow=4.08 cfs 40,237 cfReach T: TOTAL Outflow=4.08 cfs 40,237 cf CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Peak Elev=956.05' Storage=6,089 cf Inflow=4.89 cfs 34,148 cfPond 1P: Wetland 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=3.77 cfs 34,015 cf Peak Elev=957.19' Storage=10,103 cf Inflow=12.00 cfs 32,138 cfPond 2P: NURP Pond Outflow=4.74 cfs 32,133 cf Peak Elev=959.62' Storage=3,965 cf Inflow=11.46 cfs 33,630 cfPond 3P: Biofiltration Basin Discarded=0.02 cfs 3,705 cf Primary=10.93 cfs 29,875 cf Outflow=10.96 cfs 33,580 cf Peak Elev=962.13' Inflow=2.01 cfs 3,881 cfPond CB 2: CB 2 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' Outflow=2.01 cfs 3,881 cf Peak Elev=960.94' Inflow=3.67 cfs 9,860 cfPond CB 3: CB 3 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' Outflow=3.67 cfs 9,860 cf Peak Elev=960.92' Inflow=9.48 cfs 24,447 cfPond CB 4: CB 4 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' Outflow=9.48 cfs 24,447 cf Peak Elev=962.58' Inflow=2.04 cfs 4,929 cfPond CB1: CB 1 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' Outflow=2.04 cfs 4,929 cf Peak Elev=960.41' Inflow=10.70 cfs 27,121 cfPond CB5: CB 5 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' Outflow=10.70 cfs 27,121 cf Peak Elev=962.16' Inflow=2.04 cfs 4,929 cfPond MH 1: MH 1 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' Outflow=2.04 cfs 4,929 cf Peak Elev=962.16' Inflow=3.25 cfs 8,212 cfPond MH 2: MH 2 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' Outflow=3.25 cfs 8,212 cf Peak Elev=961.66' Inflow=3.41 cfs 8,622 cfPond MH 3: MH 3 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' Outflow=3.41 cfs 8,622 cf Peak Elev=961.09' Inflow=5.07 cfs 12,716 cfPond MH 4: MH 4 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' Outflow=5.07 cfs 12,716 cf Total Runoff Area = 357,308 sf Runoff Volume = 44,131 cf Average Runoff Depth = 1.48" 57.78% Pervious = 206,441 sf 42.22% Impervious = 150,867 sf CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: Southeast Parking and Drive Runoff = 0.72 cfs @ 12.20 hrs, Volume= 2,752 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 15,164 74 >75% Grass cover, Good, HSG C 9,579 98 Paved parking, HSG C 24,743 83 Weighted Average 15,164 61.29% Pervious Area 9,579 38.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 125 0.0130 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 23.8 125 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 25.6 250 Total Subcatchment A: Southeast Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=24,743 sf Runoff Volume=2,752 cf Runoff Depth=1.33" Flow Length=250' Tc=25.6 min CN=83 0.72 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: South Parking and Drive Runoff = 0.88 cfs @ 12.12 hrs, Volume= 2,818 cf, Depth= 1.54" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 11,122 74 >75% Grass cover, Good, HSG C 10,794 98 Paved parking, HSG C 21,916 86 Weighted Average 11,122 50.75% Pervious Area 10,794 49.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 15 0.0180 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 1.5 120 0.0200 1.35 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 14.1 65 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 19.1 200 Total Subcatchment B: South Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=21,916 sf Runoff Volume=2,818 cf Runoff Depth=1.54" Flow Length=200' Tc=19.1 min CN=86 0.88 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: East Parking and Drive Runoff = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf, Depth= 1.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 12,394 74 >75% Grass cover, Good, HSG C 20,955 98 Paved parking, HSG C 33,349 89 Weighted Average 12,394 37.16% Pervious Area 20,955 62.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 102 0.0260 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 8.7 50 0.0200 0.10 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 9.9 152 Total Subcatchment C: East Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=33,349 sf Runoff Volume=4,929 cf Runoff Depth=1.77" Flow Length=152' Tc=9.9 min CN=89 2.04 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: Northeast Parking and Drive Runoff = 2.01 cfs @ 11.92 hrs, Volume= 3,881 cf, Depth= 1.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 12,621 74 >75% Grass cover, Good, HSG C 16,169 98 Paved parking, HSG C 28,790 87 Weighted Average 12,621 43.84% Pervious Area 16,169 56.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 200 0.0250 1.63 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment D: Northeast Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=28,790 sf Runoff Volume=3,881 cf Runoff Depth=1.62" Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=87 2.01 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E: Roof Runoff = 1.75 cfs @ 11.95 hrs, Volume= 4,094 cf, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 18,688 98 Roofs, HSG C 18,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: Roof Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=18,688 sf Runoff Volume=4,094 cf Runoff Depth=2.63" Tc=5.0 min CN=98 1.75 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment F: Northwest Parking and Drive Runoff = 2.33 cfs @ 12.03 hrs, Volume= 5,979 cf, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 12,826 74 >75% Grass cover, Good, HSG C 25,834 98 Paved parking, HSG C 38,660 90 Weighted Average 12,826 33.18% Pervious Area 25,834 66.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 175 0.0200 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 9.7 50 0.0150 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 11.7 225 Total Subcatchment F: Northwest Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=38,660 sf Runoff Volume=5,979 cf Runoff Depth=1.86" Flow Length=225' Tc=11.7 min CN=90 2.33 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment G: West Parking and Drive Runoff = 0.90 cfs @ 11.91 hrs, Volume= 1,871 cf, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 1,041 74 >75% Grass cover, Good, HSG C 8,668 98 Paved parking, HSG C 9,709 95 Weighted Average 1,041 10.72% Pervious Area 8,668 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 150 0.0200 1.41 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment G: West Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=9,709 sf Runoff Volume=1,871 cf Runoff Depth=2.31" Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=95 0.90 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment H: Southwest Parking and Drive Runoff = 1.22 cfs @ 11.95 hrs, Volume= 2,674 cf, Depth= 2.31" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 1,720 74 >75% Grass cover, Good, HSG C 12,155 98 Paved parking, HSG C 13,875 95 Weighted Average 1,720 12.40% Pervious Area 12,155 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment H: Southwest Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=13,875 sf Runoff Volume=2,674 cf Runoff Depth=2.31" Tc=5.0 min CN=95 1.22 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment I: Southwest Runoff = 0.20 cfs @ 12.29 hrs, Volume= 939 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 13,724 74 >75% Grass cover, Good, HSG C 13,724 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 250 0.0200 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment I: Southwest Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=13,724 sf Runoff Volume=939 cf Runoff Depth=0.82" Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=74 0.20 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment J: West Runoff = 1.08 cfs @ 11.98 hrs, Volume= 2,264 cf, Depth= 1.33" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 12,569 74 >75% Grass cover, Good, HSG C 7,782 98 Water Surface, HSG C 20,351 83 Weighted Average 12,569 61.76% Pervious Area 7,782 38.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 75 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment J: West Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=20,351 sf Runoff Volume=2,264 cf Runoff Depth=1.33" Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=83 1.08 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment K: Northwest Runoff = 1.04 cfs @ 11.95 hrs, Volume= 2,015 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 29,466 74 >75% Grass cover, Good, HSG C 29,466 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 70 0.3000 0.30 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment K: Northwest Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=29,466 sf Runoff Volume=2,015 cf Runoff Depth=0.82" Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=74 1.04 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment L: North Runoff = 1.52 cfs @ 12.09 hrs, Volume= 4,540 cf, Depth= 0.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 59,200 74 >75% Grass cover, Good, HSG C 3,389 98 Paved parking, HSG C 62,589 75 Weighted Average 59,200 94.59% Pervious Area 3,389 5.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment L: North Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=62,589 sf Runoff Volume=4,540 cf Runoff Depth=0.87" Tc=15.0 min CN=75 1.52 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment M: Courtyard Runoff = 0.17 cfs @ 11.95 hrs, Volume= 409 cf, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 1,869 98 Roofs, HSG C 1,869 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment M: Courtyard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=1,869 sf Runoff Volume=409 cf Runoff Depth=2.63" Tc=5.0 min CN=98 0.17 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment N: Roof Runoff = 1.40 cfs @ 11.95 hrs, Volume= 3,283 cf, Depth= 2.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 14,985 98 Roofs, HSG C 14,985 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment N: Roof Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=14,985 sf Runoff Volume=3,283 cf Runoff Depth=2.63" Tc=5.0 min CN=98 1.40 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment O: East Runoff = 0.71 cfs @ 12.01 hrs, Volume= 1,682 cf, Depth= 0.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2-yr Rainfall=2.86" Area (sf) CN Description 24,594 74 >75% Grass cover, Good, HSG C 24,594 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment O: East Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 2-yr Rainfall=2.86" Runoff Area=24,594 sf Runoff Volume=1,682 cf Runoff Depth=0.82" Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=74 0.71 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf, 42.22% Impervious, Inflow Depth = 1.35" for 2-yr event Inflow = 4.08 cfs @ 12.61 hrs, Volume= 40,237 cf Outflow = 4.08 cfs @ 12.61 hrs, Volume= 40,237 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=357,308 sf 4.08 cfs 4.08 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 270,125 sf, 54.60% Impervious, Inflow Depth = 1.52" for 2-yr event Inflow = 4.89 cfs @ 12.20 hrs, Volume= 34,148 cf Outflow = 3.77 cfs @ 12.66 hrs, Volume= 34,015 cf, Atten= 23%, Lag= 27.3 min Primary = 3.77 cfs @ 12.66 hrs, Volume= 34,015 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 956.05' @ 12.66 hrs Surf.Area= 11,179 sf Storage= 6,089 cf Plug-Flow detention time= 43.3 min calculated for 34,015 cf (100% of inflow) Center-of-Mass det. time= 35.7 min ( 927.2 - 891.5 ) Volume Invert Avail.Storage Storage Description #1 955.00' 39,454 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 22 0 0 956.00 11,086 5,554 5,554 957.00 13,022 12,054 17,608 958.00 15,090 14,056 31,664 958.50 16,069 7,790 39,454 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=3.77 cfs @ 12.66 hrs HW=956.05' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 3.77 cfs @ 4.06 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=270,125 sf Peak Elev=956.05' Storage=6,089 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 4.89 cfs 3.77 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: NURP Pond Inflow Area = 240,659 sf, 61.28% Impervious, Inflow Depth = 1.60" for 2-yr event Inflow = 12.00 cfs @ 11.99 hrs, Volume= 32,138 cf Outflow = 4.74 cfs @ 12.21 hrs, Volume= 32,133 cf, Atten= 61%, Lag= 13.4 min Primary = 4.74 cfs @ 12.21 hrs, Volume= 32,133 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 957.19' @ 12.21 hrs Surf.Area= 9,251 sf Storage= 10,103 cf Plug-Flow detention time= 68.5 min calculated for 32,133 cf (100% of inflow) Center-of-Mass det. time= 68.3 min ( 893.2 - 824.9 ) Volume Invert Avail.Storage Storage Description #1 956.00' 32,564 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 956.00 7,783 0 0 957.00 9,012 8,398 8,398 958.00 10,293 9,653 18,050 959.00 11,632 10,963 29,013 959.30 12,045 3,552 32,564 Device Routing Invert Outlet Devices #1 Primary 956.00'24.0" Round Culvert L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 956.00' / 955.75' S= 0.0125 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 956.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.50 Width (feet) 2.00 2.00 #3 Device 1 957.25'14.0" W x 14.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=4.74 cfs @ 12.21 hrs HW=957.19' (Free Discharge) 1=Culvert (Passes 4.74 cfs of 6.14 cfs potential flow) 2=Custom Weir/Orifice (Orifice Controls 4.74 cfs @ 4.74 fps) 3=Orifice/Grate ( Controls 0.00 cfs) CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 2P: NURP Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=240,659 sf Peak Elev=957.19' Storage=10,103 cf 12.00 cfs 4.74 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration Basin Inflow Area = 220,308 sf, 63.41% Impervious, Inflow Depth = 1.83" for 2-yr event Inflow = 11.46 cfs @ 11.96 hrs, Volume= 33,630 cf Outflow = 10.96 cfs @ 11.99 hrs, Volume= 33,580 cf, Atten= 4%, Lag= 1.9 min Discarded = 0.02 cfs @ 11.99 hrs, Volume= 3,705 cf Primary = 10.93 cfs @ 11.99 hrs, Volume= 29,875 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 959.62' @ 11.99 hrs Surf.Area= 5,320 sf Storage= 3,965 cf Plug-Flow detention time= 162.9 min calculated for 33,580 cf (100% of inflow) Center-of-Mass det. time= 161.9 min ( 965.1 - 803.2 ) Volume Invert Avail.Storage Storage Description #1 958.50' 44,999 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 958.50 2,403 0 0 959.00 3,051 1,364 1,364 960.00 6,701 4,876 6,240 961.00 10,108 8,405 14,644 962.00 14,600 12,354 26,998 963.00 21,402 18,001 44,999 Device Routing Invert Outlet Devices #1 Discarded 958.50'0.200 in/hr Exfiltration over Surface area #2 Primary 959.30'24.0' long x 8.0' breadth Broad-Crested Rectangular Weir 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.02 cfs @ 11.99 hrs HW=959.62' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.02 cfs) Primary OutFlow Max=10.73 cfs @ 11.99 hrs HW=959.62' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 10.73 cfs @ 1.41 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 3P: Biofiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=220,308 sf Peak Elev=959.62' Storage=3,965 cf 11.46 cfs 10.96 cfs 0.02 cfs 10.93 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 30HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 2: CB 2 Inflow Area = 28,790 sf, 56.16% Impervious, Inflow Depth = 1.62" for 2-yr event Inflow = 2.01 cfs @ 11.92 hrs, Volume= 3,881 cf Outflow = 2.01 cfs @ 11.92 hrs, Volume= 3,881 cf, Atten= 0%, Lag= 0.0 min Primary = 2.01 cfs @ 11.92 hrs, Volume= 3,881 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.13' @ 11.92 hrs Device Routing Invert Outlet Devices #1 Primary 961.40'15.0" Round Culvert L= 290.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.40' / 959.95' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.94 cfs @ 11.92 hrs HW=962.11' (Free Discharge) 1=Culvert (Barrel Controls 1.94 cfs @ 3.85 fps) Pond CB 2: CB 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=28,790 sf Peak Elev=962.13' 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' 2.01 cfs 2.01 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 31HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 3: CB 3 Inflow Area = 67,450 sf, 62.27% Impervious, Inflow Depth = 1.75" for 2-yr event Inflow = 3.67 cfs @ 11.95 hrs, Volume= 9,860 cf Outflow = 3.67 cfs @ 11.95 hrs, Volume= 9,860 cf, Atten= 0%, Lag= 0.0 min Primary = 3.67 cfs @ 11.95 hrs, Volume= 9,860 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 960.94' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 959.95'18.0" Round Culvert L= 107.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.95' / 959.40' S= 0.0051 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=3.65 cfs @ 11.95 hrs HW=960.94' (Free Discharge) 1=Culvert (Barrel Controls 3.65 cfs @ 4.20 fps) Pond CB 3: CB 3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=67,450 sf Peak Elev=960.94' 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' 3.67 cfs 3.67 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 32HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 4: CB 4 Inflow Area = 146,050 sf, 73.38% Impervious, Inflow Depth = 2.01" for 2-yr event Inflow = 9.48 cfs @ 11.95 hrs, Volume= 24,447 cf Outflow = 9.48 cfs @ 11.95 hrs, Volume= 24,447 cf, Atten= 0%, Lag= 0.0 min Primary = 9.48 cfs @ 11.95 hrs, Volume= 24,447 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 960.92' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 959.40'24.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.40' / 958.70' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=9.42 cfs @ 11.95 hrs HW=960.91' (Free Discharge) 1=Culvert (Barrel Controls 9.42 cfs @ 5.13 fps) Pond CB 4: CB 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=146,050 sf Peak Elev=960.92' 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' 9.48 cfs 9.48 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 33HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB1: CB 1 Inflow Area = 33,349 sf, 62.84% Impervious, Inflow Depth = 1.77" for 2-yr event Inflow = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf Outflow = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.58' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 961.80'15.0" Round Culvert L= 89.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.80' / 961.36' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.00 cfs @ 12.01 hrs HW=962.57' (Free Discharge) 1=Culvert (Barrel Controls 2.00 cfs @ 3.62 fps) Pond CB1: CB 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=33,349 sf Peak Elev=962.58' 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' 2.04 cfs 2.04 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 34HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB5: CB 5 Inflow Area = 159,925 sf, 74.61% Impervious, Inflow Depth = 2.04" for 2-yr event Inflow = 10.70 cfs @ 11.95 hrs, Volume= 27,121 cf Outflow = 10.70 cfs @ 11.95 hrs, Volume= 27,121 cf, Atten= 0%, Lag= 0.0 min Primary = 10.70 cfs @ 11.95 hrs, Volume= 27,121 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 960.41' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 958.70'24.0" Round Culvert L= 15.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 958.70' / 958.50' S= 0.0133 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=10.63 cfs @ 11.95 hrs HW=960.41' (Free Discharge) 1=Culvert (Barrel Controls 10.63 cfs @ 5.00 fps) Pond CB5: CB 5 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=159,925 sf Peak Elev=960.41' 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' 10.70 cfs 10.70 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 35HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 1: MH 1 Inflow Area = 33,349 sf, 62.84% Impervious, Inflow Depth = 1.77" for 2-yr event Inflow = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf Outflow = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf, Atten= 0%, Lag= 0.0 min Primary = 2.04 cfs @ 12.01 hrs, Volume= 4,929 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.16' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 961.35'15.0" Round Culvert L= 45.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.35' / 961.13' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=2.00 cfs @ 12.01 hrs HW=962.15' (Free Discharge) 1=Culvert (Barrel Controls 2.00 cfs @ 3.44 fps) Pond MH 1: MH 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Inflow Area=33,349 sf Peak Elev=962.16' 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' 2.04 cfs 2.04 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 36HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 2: MH 2 Inflow Area = 48,334 sf, 74.36% Impervious, Inflow Depth = 2.04" for 2-yr event Inflow = 3.25 cfs @ 11.98 hrs, Volume= 8,212 cf Outflow = 3.25 cfs @ 11.98 hrs, Volume= 8,212 cf, Atten= 0%, Lag= 0.0 min Primary = 3.25 cfs @ 11.98 hrs, Volume= 8,212 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.16' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 961.13'15.0" Round Culvert L= 102.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.13' / 960.62' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.16 cfs @ 11.98 hrs HW=962.14' (Free Discharge) 1=Culvert (Barrel Controls 3.16 cfs @ 4.06 fps) Pond MH 2: MH 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=48,334 sf Peak Elev=962.16' 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' 3.25 cfs 3.25 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 37HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 3: MH 3 Inflow Area = 50,203 sf, 75.31% Impervious, Inflow Depth = 2.06" for 2-yr event Inflow = 3.41 cfs @ 11.98 hrs, Volume= 8,622 cf Outflow = 3.41 cfs @ 11.98 hrs, Volume= 8,622 cf, Atten= 0%, Lag= 0.0 min Primary = 3.41 cfs @ 11.98 hrs, Volume= 8,622 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 961.66' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 960.62'15.0" Round Culvert L= 153.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 960.62' / 959.85' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.31 cfs @ 11.98 hrs HW=961.64' (Free Discharge) 1=Culvert (Barrel Controls 3.31 cfs @ 4.22 fps) Pond MH 3: MH 3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=50,203 sf Peak Elev=961.66' 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' 3.41 cfs 3.41 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 2-yr Rainfall=2.86"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 38HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 4: MH 4 Inflow Area = 68,891 sf, 82.01% Impervious, Inflow Depth = 2.21" for 2-yr event Inflow = 5.07 cfs @ 11.97 hrs, Volume= 12,716 cf Outflow = 5.07 cfs @ 11.97 hrs, Volume= 12,716 cf, Atten= 0%, Lag= 0.0 min Primary = 5.07 cfs @ 11.97 hrs, Volume= 12,716 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 961.09' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 959.85'18.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.85' / 959.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=4.93 cfs @ 11.97 hrs HW=961.06' (Free Discharge) 1=Culvert (Barrel Controls 4.93 cfs @ 4.39 fps) Pond MH 4: MH 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=68,891 sf Peak Elev=961.09' 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' 5.07 cfs 5.07 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 39HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,743 sf 38.71% Impervious Runoff Depth=2.50"Subcatchment A: Southeast Parking and Flow Length=250' Tc=25.6 min CN=83 Runoff=1.36 cfs 5,164 cf Runoff Area=21,916 sf 49.25% Impervious Runoff Depth=2.77"Subcatchment B: South Parking and Drive Flow Length=200' Tc=19.1 min CN=86 Runoff=1.58 cfs 5,066 cf Runoff Area=33,349 sf 62.84% Impervious Runoff Depth=3.06"Subcatchment C: East Parking and Drive Flow Length=152' Tc=9.9 min CN=89 Runoff=3.44 cfs 8,500 cf Runoff Area=28,790 sf 56.16% Impervious Runoff Depth=2.87"Subcatchment D: Northeast Parking and Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=87 Runoff=3.47 cfs 6,878 cf Runoff Area=18,688 sf 100.00% Impervious Runoff Depth=4.01"Subcatchment E: Roof Tc=5.0 min CN=98 Runoff=2.62 cfs 6,252 cf Runoff Area=38,660 sf 66.82% Impervious Runoff Depth=3.16"Subcatchment F: Northwest Parking and Flow Length=225' Tc=11.7 min CN=90 Runoff=3.86 cfs 10,171 cf Runoff Area=9,709 sf 89.28% Impervious Runoff Depth=3.68"Subcatchment G: West Parking and Drive Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=95 Runoff=1.39 cfs 2,976 cf Runoff Area=13,875 sf 87.60% Impervious Runoff Depth=3.68"Subcatchment H: Southwest Parking and Tc=5.0 min CN=95 Runoff=1.88 cfs 4,252 cf Runoff Area=13,724 sf 0.00% Impervious Runoff Depth=1.78"Subcatchment I: Southwest Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=74 Runoff=0.46 cfs 2,038 cf Runoff Area=20,351 sf 38.24% Impervious Runoff Depth=2.50"Subcatchment J: West Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=83 Runoff=1.97 cfs 4,248 cf Runoff Area=29,466 sf 0.00% Impervious Runoff Depth=1.78"Subcatchment K: Northwest Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=74 Runoff=2.29 cfs 4,376 cf Runoff Area=62,589 sf 5.41% Impervious Runoff Depth=1.86"Subcatchment L: North Tc=15.0 min CN=75 Runoff=3.40 cfs 9,683 cf Runoff Area=1,869 sf 100.00% Impervious Runoff Depth=4.01"Subcatchment M: Courtyard Tc=5.0 min CN=98 Runoff=0.26 cfs 625 cf Runoff Area=14,985 sf 100.00% Impervious Runoff Depth=4.01"Subcatchment N: Roof Tc=5.0 min CN=98 Runoff=2.10 cfs 5,013 cf Runoff Area=24,594 sf 0.00% Impervious Runoff Depth=1.78"Subcatchment O: East Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=74 Runoff=1.60 cfs 3,652 cf Inflow=8.41 cfs 74,878 cfReach T: TOTAL Outflow=8.41 cfs 74,878 cf CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 40HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Peak Elev=956.40' Storage=10,103 cf Inflow=8.73 cfs 61,676 cfPond 1P: Wetland 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=6.67 cfs 61,542 cf Peak Elev=957.92' Storage=17,268 cf Inflow=20.07 cfs 57,306 cfPond 2P: NURP Pond Outflow=8.42 cfs 57,300 cf Peak Elev=959.74' Storage=4,625 cf Inflow=18.78 cfs 56,935 cfPond 3P: Biofiltration Basin Discarded=0.03 cfs 3,825 cf Primary=18.09 cfs 53,058 cf Outflow=18.11 cfs 56,883 cf Peak Elev=962.42' Inflow=3.47 cfs 6,878 cfPond CB 2: CB 2 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' Outflow=3.47 cfs 6,878 cf Peak Elev=961.35' Inflow=6.24 cfs 17,049 cfPond CB 3: CB 3 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' Outflow=6.24 cfs 17,049 cf Peak Elev=961.54' Inflow=15.34 cfs 40,414 cfPond CB 4: CB 4 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' Outflow=15.34 cfs 40,414 cf Peak Elev=962.88' Inflow=3.44 cfs 8,500 cfPond CB1: CB 1 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' Outflow=3.44 cfs 8,500 cf Peak Elev=961.15' Inflow=17.22 cfs 44,667 cfPond CB5: CB 5 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' Outflow=17.22 cfs 44,667 cf Peak Elev=962.47' Inflow=3.44 cfs 8,500 cfPond MH 1: MH 1 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' Outflow=3.44 cfs 8,500 cf Peak Elev=962.64' Inflow=5.25 cfs 13,513 cfPond MH 2: MH 2 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' Outflow=5.25 cfs 13,513 cf Peak Elev=962.17' Inflow=5.49 cfs 14,138 cfPond MH 3: MH 3 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' Outflow=5.49 cfs 14,138 cf Peak Elev=961.60' Inflow=7.97 cfs 20,390 cfPond MH 4: MH 4 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' Outflow=7.97 cfs 20,390 cf Total Runoff Area = 357,308 sf Runoff Volume = 78,894 cf Average Runoff Depth = 2.65" 57.78% Pervious = 206,441 sf 42.22% Impervious = 150,867 sf CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 41HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: Southeast Parking and Drive Runoff = 1.36 cfs @ 12.19 hrs, Volume= 5,164 cf, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 15,164 74 >75% Grass cover, Good, HSG C 9,579 98 Paved parking, HSG C 24,743 83 Weighted Average 15,164 61.29% Pervious Area 9,579 38.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 125 0.0130 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 23.8 125 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 25.6 250 Total Subcatchment A: Southeast Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=24,743 sf Runoff Volume=5,164 cf Runoff Depth=2.50" Flow Length=250' Tc=25.6 min CN=83 1.36 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 42HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: South Parking and Drive Runoff = 1.58 cfs @ 12.11 hrs, Volume= 5,066 cf, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 11,122 74 >75% Grass cover, Good, HSG C 10,794 98 Paved parking, HSG C 21,916 86 Weighted Average 11,122 50.75% Pervious Area 10,794 49.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 15 0.0180 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 1.5 120 0.0200 1.35 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 14.1 65 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 19.1 200 Total Subcatchment B: South Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=21,916 sf Runoff Volume=5,066 cf Runoff Depth=2.77" Flow Length=200' Tc=19.1 min CN=86 1.58 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 43HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: East Parking and Drive Runoff = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf, Depth= 3.06" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 12,394 74 >75% Grass cover, Good, HSG C 20,955 98 Paved parking, HSG C 33,349 89 Weighted Average 12,394 37.16% Pervious Area 20,955 62.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 102 0.0260 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 8.7 50 0.0200 0.10 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 9.9 152 Total Subcatchment C: East Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=33,349 sf Runoff Volume=8,500 cf Runoff Depth=3.06" Flow Length=152' Tc=9.9 min CN=89 3.44 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 44HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: Northeast Parking and Drive Runoff = 3.47 cfs @ 11.92 hrs, Volume= 6,878 cf, Depth= 2.87" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 12,621 74 >75% Grass cover, Good, HSG C 16,169 98 Paved parking, HSG C 28,790 87 Weighted Average 12,621 43.84% Pervious Area 16,169 56.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 200 0.0250 1.63 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment D: Northeast Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=28,790 sf Runoff Volume=6,878 cf Runoff Depth=2.87" Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=87 3.47 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 45HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E: Roof Runoff = 2.62 cfs @ 11.95 hrs, Volume= 6,252 cf, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 18,688 98 Roofs, HSG C 18,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: Roof Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=18,688 sf Runoff Volume=6,252 cf Runoff Depth=4.01" Tc=5.0 min CN=98 2.62 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 46HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment F: Northwest Parking and Drive Runoff = 3.86 cfs @ 12.03 hrs, Volume= 10,171 cf, Depth= 3.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 12,826 74 >75% Grass cover, Good, HSG C 25,834 98 Paved parking, HSG C 38,660 90 Weighted Average 12,826 33.18% Pervious Area 25,834 66.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 175 0.0200 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 9.7 50 0.0150 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 11.7 225 Total Subcatchment F: Northwest Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=38,660 sf Runoff Volume=10,171 cf Runoff Depth=3.16" Flow Length=225' Tc=11.7 min CN=90 3.86 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 47HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment G: West Parking and Drive Runoff = 1.39 cfs @ 11.91 hrs, Volume= 2,976 cf, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 1,041 74 >75% Grass cover, Good, HSG C 8,668 98 Paved parking, HSG C 9,709 95 Weighted Average 1,041 10.72% Pervious Area 8,668 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 150 0.0200 1.41 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment G: West Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=9,709 sf Runoff Volume=2,976 cf Runoff Depth=3.68" Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=95 1.39 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 48HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment H: Southwest Parking and Drive Runoff = 1.88 cfs @ 11.95 hrs, Volume= 4,252 cf, Depth= 3.68" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 1,720 74 >75% Grass cover, Good, HSG C 12,155 98 Paved parking, HSG C 13,875 95 Weighted Average 1,720 12.40% Pervious Area 12,155 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment H: Southwest Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=13,875 sf Runoff Volume=4,252 cf Runoff Depth=3.68" Tc=5.0 min CN=95 1.88 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 49HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment I: Southwest Runoff = 0.46 cfs @ 12.27 hrs, Volume= 2,038 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 13,724 74 >75% Grass cover, Good, HSG C 13,724 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 250 0.0200 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment I: Southwest Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=13,724 sf Runoff Volume=2,038 cf Runoff Depth=1.78" Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=74 0.46 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 50HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment J: West Runoff = 1.97 cfs @ 11.97 hrs, Volume= 4,248 cf, Depth= 2.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 12,569 74 >75% Grass cover, Good, HSG C 7,782 98 Water Surface, HSG C 20,351 83 Weighted Average 12,569 61.76% Pervious Area 7,782 38.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 75 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment J: West Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=20,351 sf Runoff Volume=4,248 cf Runoff Depth=2.50" Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=83 1.97 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 51HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment K: Northwest Runoff = 2.29 cfs @ 11.95 hrs, Volume= 4,376 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 29,466 74 >75% Grass cover, Good, HSG C 29,466 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 70 0.3000 0.30 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment K: Northwest Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=29,466 sf Runoff Volume=4,376 cf Runoff Depth=1.78" Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=74 2.29 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 52HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment L: North Runoff = 3.40 cfs @ 12.08 hrs, Volume= 9,683 cf, Depth= 1.86" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 59,200 74 >75% Grass cover, Good, HSG C 3,389 98 Paved parking, HSG C 62,589 75 Weighted Average 59,200 94.59% Pervious Area 3,389 5.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment L: North Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=62,589 sf Runoff Volume=9,683 cf Runoff Depth=1.86" Tc=15.0 min CN=75 3.40 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 53HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment M: Courtyard Runoff = 0.26 cfs @ 11.95 hrs, Volume= 625 cf, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 1,869 98 Roofs, HSG C 1,869 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment M: Courtyard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=1,869 sf Runoff Volume=625 cf Runoff Depth=4.01" Tc=5.0 min CN=98 0.26 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 54HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment N: Roof Runoff = 2.10 cfs @ 11.95 hrs, Volume= 5,013 cf, Depth= 4.01" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 14,985 98 Roofs, HSG C 14,985 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment N: Roof Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=14,985 sf Runoff Volume=5,013 cf Runoff Depth=4.01" Tc=5.0 min CN=98 2.10 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 55HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment O: East Runoff = 1.60 cfs @ 12.01 hrs, Volume= 3,652 cf, Depth= 1.78" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10-yr Rainfall=4.25" Area (sf) CN Description 24,594 74 >75% Grass cover, Good, HSG C 24,594 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment O: East Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 10-yr Rainfall=4.25" Runoff Area=24,594 sf Runoff Volume=3,652 cf Runoff Depth=1.78" Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=74 1.60 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 56HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf, 42.22% Impervious, Inflow Depth = 2.51" for 10-yr event Inflow = 8.41 cfs @ 12.08 hrs, Volume= 74,878 cf Outflow = 8.41 cfs @ 12.08 hrs, Volume= 74,878 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=357,308 sf 8.41 cfs 8.41 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 57HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 270,125 sf, 54.60% Impervious, Inflow Depth = 2.74" for 10-yr event Inflow = 8.73 cfs @ 12.19 hrs, Volume= 61,676 cf Outflow = 6.67 cfs @ 12.55 hrs, Volume= 61,542 cf, Atten= 24%, Lag= 21.4 min Primary = 6.67 cfs @ 12.55 hrs, Volume= 61,542 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 956.40' @ 12.55 hrs Surf.Area= 11,854 sf Storage= 10,103 cf Plug-Flow detention time= 35.9 min calculated for 61,542 cf (100% of inflow) Center-of-Mass det. time= 31.5 min ( 896.7 - 865.2 ) Volume Invert Avail.Storage Storage Description #1 955.00' 39,454 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 22 0 0 956.00 11,086 5,554 5,554 957.00 13,022 12,054 17,608 958.00 15,090 14,056 31,664 958.50 16,069 7,790 39,454 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=6.67 cfs @ 12.55 hrs HW=956.40' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 6.67 cfs @ 4.63 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 58HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Inflow Area=270,125 sf Peak Elev=956.40' Storage=10,103 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 8.73 cfs 6.67 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 59HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: NURP Pond Inflow Area = 240,659 sf, 61.28% Impervious, Inflow Depth = 2.86" for 10-yr event Inflow = 20.07 cfs @ 11.98 hrs, Volume= 57,306 cf Outflow = 8.42 cfs @ 12.20 hrs, Volume= 57,300 cf, Atten= 58%, Lag= 12.9 min Primary = 8.42 cfs @ 12.20 hrs, Volume= 57,300 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 957.92' @ 12.20 hrs Surf.Area= 10,195 sf Storage= 17,268 cf Plug-Flow detention time= 55.2 min calculated for 57,260 cf (100% of inflow) Center-of-Mass det. time= 56.5 min ( 867.1 - 810.6 ) Volume Invert Avail.Storage Storage Description #1 956.00' 32,564 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 956.00 7,783 0 0 957.00 9,012 8,398 8,398 958.00 10,293 9,653 18,050 959.00 11,632 10,963 29,013 959.30 12,045 3,552 32,564 Device Routing Invert Outlet Devices #1 Primary 956.00'24.0" Round Culvert L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 956.00' / 955.75' S= 0.0125 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 956.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.50 Width (feet) 2.00 2.00 #3 Device 1 957.25'14.0" W x 14.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=8.41 cfs @ 12.20 hrs HW=957.92' (Free Discharge) 1=Culvert (Passes 8.41 cfs of 12.99 cfs potential flow) 2=Custom Weir/Orifice (Orifice Controls 6.35 cfs @ 6.35 fps) 3=Orifice/Grate (Orifice Controls 2.07 cfs @ 2.63 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 60HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 2P: NURP Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=240,659 sf Peak Elev=957.92' Storage=17,268 cf 20.07 cfs 8.42 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 61HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration Basin Inflow Area = 220,308 sf, 63.41% Impervious, Inflow Depth = 3.10" for 10-yr event Inflow = 18.78 cfs @ 11.96 hrs, Volume= 56,935 cf Outflow = 18.11 cfs @ 11.98 hrs, Volume= 56,883 cf, Atten= 4%, Lag= 1.6 min Discarded = 0.03 cfs @ 11.98 hrs, Volume= 3,825 cf Primary = 18.09 cfs @ 11.98 hrs, Volume= 53,058 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 959.74' @ 11.98 hrs Surf.Area= 5,755 sf Storage= 4,625 cf Plug-Flow detention time= 102.5 min calculated for 56,883 cf (100% of inflow) Center-of-Mass det. time= 101.9 min ( 893.6 - 791.7 ) Volume Invert Avail.Storage Storage Description #1 958.50' 44,999 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 958.50 2,403 0 0 959.00 3,051 1,364 1,364 960.00 6,701 4,876 6,240 961.00 10,108 8,405 14,644 962.00 14,600 12,354 26,998 963.00 21,402 18,001 44,999 Device Routing Invert Outlet Devices #1 Discarded 958.50'0.200 in/hr Exfiltration over Surface area #2 Primary 959.30'24.0' long x 8.0' breadth Broad-Crested Rectangular Weir 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.03 cfs @ 11.98 hrs HW=959.74' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=17.70 cfs @ 11.98 hrs HW=959.74' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 17.70 cfs @ 1.69 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 62HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 3P: Biofiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=220,308 sf Peak Elev=959.74' Storage=4,625 cf 18.78 cfs 18.11 cfs 0.03 cfs 18.09 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 63HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 2: CB 2 Inflow Area = 28,790 sf, 56.16% Impervious, Inflow Depth = 2.87" for 10-yr event Inflow = 3.47 cfs @ 11.92 hrs, Volume= 6,878 cf Outflow = 3.47 cfs @ 11.92 hrs, Volume= 6,878 cf, Atten= 0%, Lag= 0.0 min Primary = 3.47 cfs @ 11.92 hrs, Volume= 6,878 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.42' @ 11.92 hrs Device Routing Invert Outlet Devices #1 Primary 961.40'15.0" Round Culvert L= 290.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.40' / 959.95' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.35 cfs @ 11.92 hrs HW=962.40' (Free Discharge) 1=Culvert (Barrel Controls 3.35 cfs @ 4.38 fps) Pond CB 2: CB 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=28,790 sf Peak Elev=962.42' 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' 3.47 cfs 3.47 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 64HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 3: CB 3 Inflow Area = 67,450 sf, 62.27% Impervious, Inflow Depth = 3.03" for 10-yr event Inflow = 6.24 cfs @ 11.95 hrs, Volume= 17,049 cf Outflow = 6.24 cfs @ 11.95 hrs, Volume= 17,049 cf, Atten= 0%, Lag= 0.0 min Primary = 6.24 cfs @ 11.95 hrs, Volume= 17,049 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 961.35' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 959.95'18.0" Round Culvert L= 107.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.95' / 959.40' S= 0.0051 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=6.18 cfs @ 11.95 hrs HW=961.34' (Free Discharge) 1=Culvert (Barrel Controls 6.18 cfs @ 4.70 fps) Pond CB 3: CB 3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=67,450 sf Peak Elev=961.35' 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' 6.24 cfs 6.24 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 65HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 4: CB 4 Inflow Area = 146,050 sf, 73.38% Impervious, Inflow Depth = 3.32" for 10-yr event Inflow = 15.34 cfs @ 11.95 hrs, Volume= 40,414 cf Outflow = 15.34 cfs @ 11.95 hrs, Volume= 40,414 cf, Atten= 0%, Lag= 0.0 min Primary = 15.34 cfs @ 11.95 hrs, Volume= 40,414 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 961.54' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 959.40'24.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.40' / 958.70' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=15.29 cfs @ 11.95 hrs HW=961.53' (Free Discharge) 1=Culvert (Barrel Controls 15.29 cfs @ 5.68 fps) Pond CB 4: CB 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=146,050 sf Peak Elev=961.54' 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' 15.34 cfs 15.34 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 66HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB1: CB 1 Inflow Area = 33,349 sf, 62.84% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf Outflow = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf, Atten= 0%, Lag= 0.0 min Primary = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.88' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 961.80'15.0" Round Culvert L= 89.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.80' / 961.36' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=962.87' (Free Discharge) 1=Culvert (Barrel Controls 3.38 cfs @ 4.08 fps) Pond CB1: CB 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=33,349 sf Peak Elev=962.88' 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' 3.44 cfs 3.44 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 67HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB5: CB 5 Inflow Area = 159,925 sf, 74.61% Impervious, Inflow Depth = 3.35" for 10-yr event Inflow = 17.22 cfs @ 11.95 hrs, Volume= 44,667 cf Outflow = 17.22 cfs @ 11.95 hrs, Volume= 44,667 cf, Atten= 0%, Lag= 0.0 min Primary = 17.22 cfs @ 11.95 hrs, Volume= 44,667 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 961.15' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 958.70'24.0" Round Culvert L= 15.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 958.70' / 958.50' S= 0.0133 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=17.17 cfs @ 11.95 hrs HW=961.14' (Free Discharge) 1=Culvert (Barrel Controls 17.17 cfs @ 5.70 fps) Pond CB5: CB 5 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=159,925 sf Peak Elev=961.15' 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' 17.22 cfs 17.22 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 68HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 1: MH 1 Inflow Area = 33,349 sf, 62.84% Impervious, Inflow Depth = 3.06" for 10-yr event Inflow = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf Outflow = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf, Atten= 0%, Lag= 0.0 min Primary = 3.44 cfs @ 12.01 hrs, Volume= 8,500 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.47' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 961.35'15.0" Round Culvert L= 45.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.35' / 961.13' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=3.38 cfs @ 12.01 hrs HW=962.46' (Free Discharge) 1=Culvert (Barrel Controls 3.38 cfs @ 3.89 fps) Pond MH 1: MH 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Inflow Area=33,349 sf Peak Elev=962.47' 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' 3.44 cfs 3.44 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 69HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 2: MH 2 Inflow Area = 48,334 sf, 74.36% Impervious, Inflow Depth = 3.35" for 10-yr event Inflow = 5.25 cfs @ 11.98 hrs, Volume= 13,513 cf Outflow = 5.25 cfs @ 11.98 hrs, Volume= 13,513 cf, Atten= 0%, Lag= 0.0 min Primary = 5.25 cfs @ 11.98 hrs, Volume= 13,513 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.64' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 961.13'15.0" Round Culvert L= 102.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.13' / 960.62' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.11 cfs @ 11.98 hrs HW=962.60' (Free Discharge) 1=Culvert (Barrel Controls 5.11 cfs @ 4.47 fps) Pond MH 2: MH 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=48,334 sf Peak Elev=962.64' 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' 5.25 cfs 5.25 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 70HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 3: MH 3 Inflow Area = 50,203 sf, 75.31% Impervious, Inflow Depth = 3.38" for 10-yr event Inflow = 5.49 cfs @ 11.98 hrs, Volume= 14,138 cf Outflow = 5.49 cfs @ 11.98 hrs, Volume= 14,138 cf, Atten= 0%, Lag= 0.0 min Primary = 5.49 cfs @ 11.98 hrs, Volume= 14,138 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.17' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 960.62'15.0" Round Culvert L= 153.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 960.62' / 959.85' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=5.34 cfs @ 11.98 hrs HW=962.13' (Free Discharge) 1=Culvert (Barrel Controls 5.34 cfs @ 4.58 fps) Pond MH 3: MH 3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=50,203 sf Peak Elev=962.17' 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' 5.49 cfs 5.49 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 10-yr Rainfall=4.25"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 71HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 4: MH 4 Inflow Area = 68,891 sf, 82.01% Impervious, Inflow Depth = 3.55" for 10-yr event Inflow = 7.97 cfs @ 11.97 hrs, Volume= 20,390 cf Outflow = 7.97 cfs @ 11.97 hrs, Volume= 20,390 cf, Atten= 0%, Lag= 0.0 min Primary = 7.97 cfs @ 11.97 hrs, Volume= 20,390 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 961.60' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 959.85'18.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.85' / 959.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=7.77 cfs @ 11.97 hrs HW=961.56' (Free Discharge) 1=Culvert (Barrel Controls 7.77 cfs @ 4.84 fps) Pond MH 4: MH 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=68,891 sf Peak Elev=961.60' 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' 7.97 cfs 7.97 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 72HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-72.00 hrs, dt=0.05 hrs, 1441 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,743 sf 38.71% Impervious Runoff Depth=5.35"Subcatchment A: Southeast Parking and Flow Length=250' Tc=25.6 min CN=83 Runoff=2.86 cfs 11,030 cf Runoff Area=21,916 sf 49.25% Impervious Runoff Depth=5.69"Subcatchment B: South Parking and Drive Flow Length=200' Tc=19.1 min CN=86 Runoff=3.15 cfs 10,398 cf Runoff Area=33,349 sf 62.84% Impervious Runoff Depth=6.04"Subcatchment C: East Parking and Drive Flow Length=152' Tc=9.9 min CN=89 Runoff=6.54 cfs 16,786 cf Runoff Area=28,790 sf 56.16% Impervious Runoff Depth=5.81"Subcatchment D: Northeast Parking and Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=87 Runoff=6.72 cfs 13,936 cf Runoff Area=18,688 sf 100.00% Impervious Runoff Depth=7.10"Subcatchment E: Roof Tc=5.0 min CN=98 Runoff=4.54 cfs 11,058 cf Runoff Area=38,660 sf 66.82% Impervious Runoff Depth=6.16"Subcatchment F: Northwest Parking and Flow Length=225' Tc=11.7 min CN=90 Runoff=7.25 cfs 19,835 cf Runoff Area=9,709 sf 89.28% Impervious Runoff Depth=6.74"Subcatchment G: West Parking and Drive Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=95 Runoff=2.46 cfs 5,457 cf Runoff Area=13,875 sf 87.60% Impervious Runoff Depth=6.74"Subcatchment H: Southwest Parking and Tc=5.0 min CN=95 Runoff=3.33 cfs 7,798 cf Runoff Area=13,724 sf 0.00% Impervious Runoff Depth=4.34"Subcatchment I: Southwest Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=74 Runoff=1.15 cfs 4,963 cf Runoff Area=20,351 sf 38.24% Impervious Runoff Depth=5.35"Subcatchment J: West Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=83 Runoff=4.06 cfs 9,072 cf Runoff Area=29,466 sf 0.00% Impervious Runoff Depth=4.34"Subcatchment K: Northwest Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=74 Runoff=5.46 cfs 10,657 cf Runoff Area=62,589 sf 5.41% Impervious Runoff Depth=4.45"Subcatchment L: North Tc=15.0 min CN=75 Runoff=8.18 cfs 23,212 cf Runoff Area=1,869 sf 100.00% Impervious Runoff Depth=7.10"Subcatchment M: Courtyard Tc=5.0 min CN=98 Runoff=0.45 cfs 1,106 cf Runoff Area=14,985 sf 100.00% Impervious Runoff Depth=7.10"Subcatchment N: Roof Tc=5.0 min CN=98 Runoff=3.64 cfs 8,867 cf Runoff Area=24,594 sf 0.00% Impervious Runoff Depth=4.34"Subcatchment O: East Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=74 Runoff=3.87 cfs 8,895 cf Inflow=19.96 cfs 158,897 cfReach T: TOTAL Outflow=19.96 cfs 158,897 cf CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 73HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Peak Elev=957.15' Storage=19,573 cf Inflow=17.36 cfs 126,925 cfPond 1P: Wetland 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=13.70 cfs 126,791 cf Peak Elev=959.25' Storage=31,928 cf Inflow=38.07 cfs 116,274 cfPond 2P: NURP Pond Outflow=16.24 cfs 116,268 cf Peak Elev=959.95' Storage=5,915 cf Inflow=35.13 cfs 111,233 cfPond 3P: Biofiltration Basin Discarded=0.03 cfs 3,978 cf Primary=34.00 cfs 107,202 cf Outflow=34.03 cfs 111,179 cf Peak Elev=964.15' Inflow=6.72 cfs 13,936 cfPond CB 2: CB 2 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' Outflow=6.72 cfs 13,936 cf Peak Elev=962.96' Inflow=11.97 cfs 33,770 cfPond CB 3: CB 3 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' Outflow=11.97 cfs 33,770 cf Peak Elev=964.17' Inflow=28.31 cfs 77,044 cfPond CB 4: CB 4 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' Outflow=28.31 cfs 77,044 cf Peak Elev=963.93' Inflow=6.54 cfs 16,786 cfPond CB1: CB 1 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' Outflow=6.54 cfs 16,786 cf Peak Elev=964.08' Inflow=31.64 cfs 84,842 cfPond CB5: CB 5 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' Outflow=31.64 cfs 84,842 cf Peak Elev=963.37' Inflow=6.54 cfs 16,786 cfPond MH 1: MH 1 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' Outflow=6.54 cfs 16,786 cf Peak Elev=964.96' Inflow=9.70 cfs 25,653 cfPond MH 2: MH 2 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' Outflow=9.70 cfs 25,653 cf Peak Elev=965.35' Inflow=10.11 cfs 26,759 cfPond MH 3: MH 3 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' Outflow=10.11 cfs 26,759 cf Peak Elev=963.65' Inflow=14.41 cfs 37,817 cfPond MH 4: MH 4 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' Outflow=14.41 cfs 37,817 cf Total Runoff Area = 357,308 sf Runoff Volume = 163,069 cf Average Runoff Depth = 5.48" 57.78% Pervious = 206,441 sf 42.22% Impervious = 150,867 sf CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 74HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: Southeast Parking and Drive Runoff = 2.86 cfs @ 12.18 hrs, Volume= 11,030 cf, Depth= 5.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 15,164 74 >75% Grass cover, Good, HSG C 9,579 98 Paved parking, HSG C 24,743 83 Weighted Average 15,164 61.29% Pervious Area 9,579 38.71% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 125 0.0130 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 23.8 125 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 25.6 250 Total Subcatchment A: Southeast Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=24,743 sf Runoff Volume=11,030 cf Runoff Depth=5.35" Flow Length=250' Tc=25.6 min CN=83 2.86 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 75HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: South Parking and Drive Runoff = 3.15 cfs @ 12.11 hrs, Volume= 10,398 cf, Depth= 5.69" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 11,122 74 >75% Grass cover, Good, HSG C 10,794 98 Paved parking, HSG C 21,916 86 Weighted Average 11,122 50.75% Pervious Area 10,794 49.25% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 15 0.0180 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 1.5 120 0.0200 1.35 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 14.1 65 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 19.1 200 Total Subcatchment B: South Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=21,916 sf Runoff Volume=10,398 cf Runoff Depth=5.69" Flow Length=200' Tc=19.1 min CN=86 3.15 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 76HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: East Parking and Drive Runoff = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf, Depth= 6.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 12,394 74 >75% Grass cover, Good, HSG C 20,955 98 Paved parking, HSG C 33,349 89 Weighted Average 12,394 37.16% Pervious Area 20,955 62.84% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 102 0.0260 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 8.7 50 0.0200 0.10 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 9.9 152 Total Subcatchment C: East Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=33,349 sf Runoff Volume=16,786 cf Runoff Depth=6.04" Flow Length=152' Tc=9.9 min CN=89 6.54 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 77HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: Northeast Parking and Drive Runoff = 6.72 cfs @ 11.91 hrs, Volume= 13,936 cf, Depth= 5.81" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 12,621 74 >75% Grass cover, Good, HSG C 16,169 98 Paved parking, HSG C 28,790 87 Weighted Average 12,621 43.84% Pervious Area 16,169 56.16% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 200 0.0250 1.63 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment D: Northeast Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=28,790 sf Runoff Volume=13,936 cf Runoff Depth=5.81" Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=87 6.72 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 78HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E: Roof Runoff = 4.54 cfs @ 11.95 hrs, Volume= 11,058 cf, Depth= 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 18,688 98 Roofs, HSG C 18,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: Roof Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=18,688 sf Runoff Volume=11,058 cf Runoff Depth=7.10" Tc=5.0 min CN=98 4.54 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 79HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment F: Northwest Parking and Drive Runoff = 7.25 cfs @ 12.03 hrs, Volume= 19,835 cf, Depth= 6.16" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 12,826 74 >75% Grass cover, Good, HSG C 25,834 98 Paved parking, HSG C 38,660 90 Weighted Average 12,826 33.18% Pervious Area 25,834 66.82% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 175 0.0200 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 9.7 50 0.0150 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 11.7 225 Total Subcatchment F: Northwest Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=38,660 sf Runoff Volume=19,835 cf Runoff Depth=6.16" Flow Length=225' Tc=11.7 min CN=90 7.25 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 80HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment G: West Parking and Drive Runoff = 2.46 cfs @ 11.91 hrs, Volume= 5,457 cf, Depth= 6.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 1,041 74 >75% Grass cover, Good, HSG C 8,668 98 Paved parking, HSG C 9,709 95 Weighted Average 1,041 10.72% Pervious Area 8,668 89.28% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 150 0.0200 1.41 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment G: West Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=9,709 sf Runoff Volume=5,457 cf Runoff Depth=6.74" Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=95 2.46 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 81HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment H: Southwest Parking and Drive Runoff = 3.33 cfs @ 11.95 hrs, Volume= 7,798 cf, Depth= 6.74" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 1,720 74 >75% Grass cover, Good, HSG C 12,155 98 Paved parking, HSG C 13,875 95 Weighted Average 1,720 12.40% Pervious Area 12,155 87.60% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment H: Southwest Parking and Drive Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=13,875 sf Runoff Volume=7,798 cf Runoff Depth=6.74" Tc=5.0 min CN=95 3.33 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 82HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment I: Southwest Runoff = 1.15 cfs @ 12.26 hrs, Volume= 4,963 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 13,724 74 >75% Grass cover, Good, HSG C 13,724 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 250 0.0200 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment I: Southwest Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=13,724 sf Runoff Volume=4,963 cf Runoff Depth=4.34" Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=74 1.15 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 83HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment J: West Runoff = 4.06 cfs @ 11.97 hrs, Volume= 9,072 cf, Depth= 5.35" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 12,569 74 >75% Grass cover, Good, HSG C 7,782 98 Water Surface, HSG C 20,351 83 Weighted Average 12,569 61.76% Pervious Area 7,782 38.24% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 75 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment J: West Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=20,351 sf Runoff Volume=9,072 cf Runoff Depth=5.35" Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=83 4.06 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 84HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment K: Northwest Runoff = 5.46 cfs @ 11.94 hrs, Volume= 10,657 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 29,466 74 >75% Grass cover, Good, HSG C 29,466 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 70 0.3000 0.30 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment K: Northwest Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=29,466 sf Runoff Volume=10,657 cf Runoff Depth=4.34" Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=74 5.46 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 85HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment L: North Runoff = 8.18 cfs @ 12.07 hrs, Volume= 23,212 cf, Depth= 4.45" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 59,200 74 >75% Grass cover, Good, HSG C 3,389 98 Paved parking, HSG C 62,589 75 Weighted Average 59,200 94.59% Pervious Area 3,389 5.41% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment L: North Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=62,589 sf Runoff Volume=23,212 cf Runoff Depth=4.45" Tc=15.0 min CN=75 8.18 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 86HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment M: Courtyard Runoff = 0.45 cfs @ 11.95 hrs, Volume= 1,106 cf, Depth= 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 1,869 98 Roofs, HSG C 1,869 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment M: Courtyard Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=1,869 sf Runoff Volume=1,106 cf Runoff Depth=7.10" Tc=5.0 min CN=98 0.45 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 87HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment N: Roof Runoff = 3.64 cfs @ 11.95 hrs, Volume= 8,867 cf, Depth= 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 14,985 98 Roofs, HSG C 14,985 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment N: Roof Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=14,985 sf Runoff Volume=8,867 cf Runoff Depth=7.10" Tc=5.0 min CN=98 3.64 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 88HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment O: East Runoff = 3.87 cfs @ 12.00 hrs, Volume= 8,895 cf, Depth= 4.34" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-yr Rainfall=7.34" Area (sf) CN Description 24,594 74 >75% Grass cover, Good, HSG C 24,594 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment O: East Runoff Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 4 3 2 1 0 Type II 24-hr 100-yr Rainfall=7.34" Runoff Area=24,594 sf Runoff Volume=8,895 cf Runoff Depth=4.34" Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=74 3.87 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 89HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf, 42.22% Impervious, Inflow Depth = 5.34" for 100-yr event Inflow = 19.96 cfs @ 12.07 hrs, Volume= 158,897 cf Outflow = 19.96 cfs @ 12.07 hrs, Volume= 158,897 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=357,308 sf 19.96 cfs 19.96 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 90HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 270,125 sf, 54.60% Impervious, Inflow Depth = 5.64" for 100-yr event Inflow = 17.36 cfs @ 12.01 hrs, Volume= 126,925 cf Outflow = 13.70 cfs @ 12.55 hrs, Volume= 126,791 cf, Atten= 21%, Lag= 32.6 min Primary = 13.70 cfs @ 12.55 hrs, Volume= 126,791 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 957.15' @ 12.55 hrs Surf.Area= 13,330 sf Storage= 19,573 cf Plug-Flow detention time= 29.5 min calculated for 126,703 cf (100% of inflow) Center-of-Mass det. time= 28.2 min ( 863.5 - 835.3 ) Volume Invert Avail.Storage Storage Description #1 955.00' 39,454 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 22 0 0 956.00 11,086 5,554 5,554 957.00 13,022 12,054 17,608 958.00 15,090 14,056 31,664 958.50 16,069 7,790 39,454 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=13.70 cfs @ 12.55 hrs HW=957.15' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 13.70 cfs @ 5.42 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 91HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=270,125 sf Peak Elev=957.15' Storage=19,573 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 17.36 cfs 13.70 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 92HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: NURP Pond Inflow Area = 240,659 sf, 61.28% Impervious, Inflow Depth = 5.80" for 100-yr event Inflow = 38.07 cfs @ 11.98 hrs, Volume= 116,274 cf Outflow = 16.24 cfs @ 12.19 hrs, Volume= 116,268 cf, Atten= 57%, Lag= 12.8 min Primary = 16.24 cfs @ 12.19 hrs, Volume= 116,268 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 959.25' @ 12.19 hrs Surf.Area= 11,972 sf Storage= 31,928 cf Plug-Flow detention time= 45.0 min calculated for 116,187 cf (100% of inflow) Center-of-Mass det. time= 46.1 min ( 837.2 - 791.1 ) Volume Invert Avail.Storage Storage Description #1 956.00' 32,564 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 956.00 7,783 0 0 957.00 9,012 8,398 8,398 958.00 10,293 9,653 18,050 959.00 11,632 10,963 29,013 959.30 12,045 3,552 32,564 Device Routing Invert Outlet Devices #1 Primary 956.00'24.0" Round Culvert L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 956.00' / 955.75' S= 0.0125 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 956.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.50 Width (feet) 2.00 2.00 #3 Device 1 957.25'14.0" W x 14.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=16.23 cfs @ 12.19 hrs HW=959.24' (Free Discharge) 1=Culvert (Passes 16.23 cfs of 22.66 cfs potential flow) 2=Custom Weir/Orifice (Orifice Controls 8.50 cfs @ 8.50 fps) 3=Orifice/Grate (Orifice Controls 7.73 cfs @ 5.68 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 93HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 2P: NURP Pond Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=240,659 sf Peak Elev=959.25' Storage=31,928 cf 38.07 cfs 16.24 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 94HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration Basin Inflow Area = 220,308 sf, 63.41% Impervious, Inflow Depth = 6.06" for 100-yr event Inflow = 35.13 cfs @ 11.96 hrs, Volume= 111,233 cf Outflow = 34.03 cfs @ 11.98 hrs, Volume= 111,179 cf, Atten= 3%, Lag= 1.5 min Discarded = 0.03 cfs @ 11.98 hrs, Volume= 3,978 cf Primary = 34.00 cfs @ 11.98 hrs, Volume= 107,202 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 959.95' @ 11.98 hrs Surf.Area= 6,522 sf Storage= 5,915 cf Plug-Flow detention time= 55.2 min calculated for 111,102 cf (100% of inflow) Center-of-Mass det. time= 56.8 min ( 833.8 - 777.0 ) Volume Invert Avail.Storage Storage Description #1 958.50' 44,999 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 958.50 2,403 0 0 959.00 3,051 1,364 1,364 960.00 6,701 4,876 6,240 961.00 10,108 8,405 14,644 962.00 14,600 12,354 26,998 963.00 21,402 18,001 44,999 Device Routing Invert Outlet Devices #1 Discarded 958.50'0.200 in/hr Exfiltration over Surface area #2 Primary 959.30'24.0' long x 8.0' breadth Broad-Crested Rectangular Weir 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Discarded OutFlow Max=0.03 cfs @ 11.98 hrs HW=959.94' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.03 cfs) Primary OutFlow Max=33.32 cfs @ 11.98 hrs HW=959.94' (Free Discharge) 2=Broad-Crested Rectangular Weir (Weir Controls 33.32 cfs @ 2.16 fps) CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 95HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 3P: Biofiltration Basin Inflow Outflow Discarded Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=220,308 sf Peak Elev=959.95' Storage=5,915 cf 35.13 cfs 34.03 cfs 0.03 cfs 34.00 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 96HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 2: CB 2 Inflow Area = 28,790 sf, 56.16% Impervious, Inflow Depth = 5.81" for 100-yr event Inflow = 6.72 cfs @ 11.91 hrs, Volume= 13,936 cf Outflow = 6.72 cfs @ 11.91 hrs, Volume= 13,936 cf, Atten= 0%, Lag= 0.0 min Primary = 6.72 cfs @ 11.91 hrs, Volume= 13,936 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 964.15' @ 11.91 hrs Device Routing Invert Outlet Devices #1 Primary 961.40'15.0" Round Culvert L= 290.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.40' / 959.95' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=6.53 cfs @ 11.91 hrs HW=963.98' (Free Discharge) 1=Culvert (Barrel Controls 6.53 cfs @ 5.32 fps) Pond CB 2: CB 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=28,790 sf Peak Elev=964.15' 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' 6.72 cfs 6.72 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 97HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 3: CB 3 Inflow Area = 67,450 sf, 62.27% Impervious, Inflow Depth = 6.01" for 100-yr event Inflow = 11.97 cfs @ 11.94 hrs, Volume= 33,770 cf Outflow = 11.97 cfs @ 11.94 hrs, Volume= 33,770 cf, Atten= 0%, Lag= 0.0 min Primary = 11.97 cfs @ 11.94 hrs, Volume= 33,770 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 962.96' @ 11.94 hrs Device Routing Invert Outlet Devices #1 Primary 959.95'18.0" Round Culvert L= 107.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.95' / 959.40' S= 0.0051 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=11.79 cfs @ 11.94 hrs HW=962.90' (Free Discharge) 1=Culvert (Barrel Controls 11.79 cfs @ 6.67 fps) Pond CB 3: CB 3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=67,450 sf Peak Elev=962.96' 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' 11.97 cfs 11.97 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 98HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 4: CB 4 Inflow Area = 146,050 sf, 73.38% Impervious, Inflow Depth = 6.33" for 100-yr event Inflow = 28.31 cfs @ 11.95 hrs, Volume= 77,044 cf Outflow = 28.31 cfs @ 11.95 hrs, Volume= 77,044 cf, Atten= 0%, Lag= 0.0 min Primary = 28.31 cfs @ 11.95 hrs, Volume= 77,044 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 964.17' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 959.40'24.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.40' / 958.70' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=28.31 cfs @ 11.95 hrs HW=964.17' (Free Discharge) 1=Culvert (Barrel Controls 28.31 cfs @ 9.01 fps) Pond CB 4: CB 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=146,050 sf Peak Elev=964.17' 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' 28.31 cfs 28.31 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 99HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB1: CB 1 Inflow Area = 33,349 sf, 62.84% Impervious, Inflow Depth = 6.04" for 100-yr event Inflow = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf Outflow = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf, Atten= 0%, Lag= 0.0 min Primary = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 963.93' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 961.80'15.0" Round Culvert L= 89.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.80' / 961.36' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=6.45 cfs @ 12.01 hrs HW=963.89' (Free Discharge) 1=Culvert (Barrel Controls 6.45 cfs @ 5.26 fps) Pond CB1: CB 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=33,349 sf Peak Elev=963.93' 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' 6.54 cfs 6.54 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 100HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB5: CB 5 Inflow Area = 159,925 sf, 74.61% Impervious, Inflow Depth = 6.37" for 100-yr event Inflow = 31.64 cfs @ 11.95 hrs, Volume= 84,842 cf Outflow = 31.64 cfs @ 11.95 hrs, Volume= 84,842 cf, Atten= 0%, Lag= 0.0 min Primary = 31.64 cfs @ 11.95 hrs, Volume= 84,842 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 964.08' @ 11.95 hrs Device Routing Invert Outlet Devices #1 Primary 958.70'24.0" Round Culvert L= 15.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 958.70' / 958.50' S= 0.0133 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=31.64 cfs @ 11.95 hrs HW=964.07' (Free Discharge) 1=Culvert (Inlet Controls 31.64 cfs @ 10.07 fps) Pond CB5: CB 5 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=159,925 sf Peak Elev=964.08' 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' 31.64 cfs 31.64 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 101HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 1: MH 1 Inflow Area = 33,349 sf, 62.84% Impervious, Inflow Depth = 6.04" for 100-yr event Inflow = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf Outflow = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf, Atten= 0%, Lag= 0.0 min Primary = 6.54 cfs @ 12.01 hrs, Volume= 16,786 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 963.37' @ 12.01 hrs Device Routing Invert Outlet Devices #1 Primary 961.35'15.0" Round Culvert L= 45.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.35' / 961.13' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=6.45 cfs @ 12.01 hrs HW=963.35' (Free Discharge) 1=Culvert (Barrel Controls 6.45 cfs @ 5.26 fps) Pond MH 1: MH 1 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=33,349 sf Peak Elev=963.37' 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' 6.54 cfs 6.54 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 102HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 2: MH 2 Inflow Area = 48,334 sf, 74.36% Impervious, Inflow Depth = 6.37" for 100-yr event Inflow = 9.70 cfs @ 11.98 hrs, Volume= 25,653 cf Outflow = 9.70 cfs @ 11.98 hrs, Volume= 25,653 cf, Atten= 0%, Lag= 0.0 min Primary = 9.70 cfs @ 11.98 hrs, Volume= 25,653 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 964.96' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 961.13'15.0" Round Culvert L= 102.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.13' / 960.62' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=9.44 cfs @ 11.98 hrs HW=964.81' (Free Discharge) 1=Culvert (Barrel Controls 9.44 cfs @ 7.69 fps) Pond MH 2: MH 2 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=48,334 sf Peak Elev=964.96' 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' 9.70 cfs 9.70 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 103HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 3: MH 3 Inflow Area = 50,203 sf, 75.31% Impervious, Inflow Depth = 6.40" for 100-yr event Inflow = 10.11 cfs @ 11.98 hrs, Volume= 26,759 cf Outflow = 10.11 cfs @ 11.98 hrs, Volume= 26,759 cf, Atten= 0%, Lag= 0.0 min Primary = 10.11 cfs @ 11.98 hrs, Volume= 26,759 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 965.35' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 960.62'15.0" Round Culvert L= 153.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 960.62' / 959.85' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=9.83 cfs @ 11.98 hrs HW=965.14' (Free Discharge) 1=Culvert (Barrel Controls 9.83 cfs @ 8.01 fps) Pond MH 3: MH 3 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=50,203 sf Peak Elev=965.35' 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' 10.11 cfs 10.11 cfs CLA Chanhassen - Proposed Conditions Type II 24-hr 100-yr Rainfall=7.34"Proposed Model Printed 3/19/2015Prepared by Hewlett-Packard Company Page 104HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 4: MH 4 Inflow Area = 68,891 sf, 82.01% Impervious, Inflow Depth = 6.59" for 100-yr event Inflow = 14.41 cfs @ 11.97 hrs, Volume= 37,817 cf Outflow = 14.41 cfs @ 11.97 hrs, Volume= 37,817 cf, Atten= 0%, Lag= 0.0 min Primary = 14.41 cfs @ 11.97 hrs, Volume= 37,817 cf Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 963.65' @ 11.97 hrs Device Routing Invert Outlet Devices #1 Primary 959.85'18.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.85' / 959.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=14.03 cfs @ 11.97 hrs HW=963.52' (Free Discharge) 1=Culvert (Barrel Controls 14.03 cfs @ 7.94 fps) Pond MH 4: MH 4 Inflow Primary Hydrograph Time (hours) 727068666462605856545250484644424038363432302826242220181614121086420 Fl o w ( c f s ) 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=68,891 sf Peak Elev=963.65' 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' 14.41 cfs 14.41 cfs A Southeast Parking and Drive B South Parking and Drive C East Parking and Drive D Northeast Parking and Drive E Roof F Northwest Parking and Drive G West Parking and Drive H Southwest Parking and Drive I Southwest J West K Northwest L North M Courtyard N Roof O East T TOTAL 1P Wetland 2P NURP Pond 3P Biofiltration Basin CB 2CB CB 2CB 3CB CB 3 CB 4CB CB 4 CB1CB CB 1 CB5CB CB 5 MH 1CB MH 1 MH 2CB MH 2 MH 3CB MH 3 MH 4CB MH 4 Routing Diagram for Proposed Model 10-day Snowmelt Prepared by Hewlett-Packard Company, Printed 3/19/2015 HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Subcat Reach Pond Link CLA Chanhassen - Existing Conditions Proposed Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 2HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (sq-ft) CN Description (subcatchment-numbers) 206,441 98 >75% Grass cover, Good, HSG C (A, B, C, D, F, G, H, I, J, K, L, O) 107,543 98 Paved parking, HSG C (A, B, C, D, F, G, H, L) 35,542 98 Roofs, HSG C (E, M, N) 7,782 98 Water Surface, HSG C (J) 357,308 98 TOTAL AREA CLA Chanhassen - Existing Conditions Proposed Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 3HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (sq-ft) Soil Group Subcatchment Numbers 0 HSG A 0 HSG B 357,308 HSG C A, B, C, D, E, F, G, H, I, J, K, L, M, N, O 0 HSG D 0 Other 357,308 TOTAL AREA CLA Chanhassen - Existing Conditions Proposed Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 4HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (sq-ft) HSG-B (sq-ft) HSG-C (sq-ft) HSG-D (sq-ft) Other (sq-ft) Total (sq-ft) Ground Cover Subcatchment Numbers 0 0 206,441 0 0 206,441 >75% Grass cover, Good 0 0 107,543 0 0 107,543 Paved parking 0 0 35,542 0 0 35,542 Roofs 0 0 7,782 0 0 7,782 Water Surface 0 0 357,308 0 0 357,308 TOTAL AREA CLA Chanhassen - Existing Conditions Proposed Model 10-day Snowmelt Printed 3/19/2015Prepared by Hewlett-Packard Company Page 5HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pipe Listing (all nodes) Line# Node Number In-Invert (feet) Out-Invert (feet) Length (feet) Slope (ft/ft) n Diam/Width (inches) Height (inches) Inside-Fill (inches) 1 1P 955.15 954.50 105.0 0.0062 0.013 24.0 0.0 0.0 2 2P 956.00 955.75 20.0 0.0125 0.011 24.0 0.0 0.0 3 CB 2 961.40 959.95 290.0 0.0050 0.011 15.0 0.0 0.0 4 CB 3 959.95 959.40 107.0 0.0051 0.011 18.0 0.0 0.0 5 CB 4 959.40 958.70 140.0 0.0050 0.011 24.0 0.0 0.0 6 CB1 961.80 961.36 89.0 0.0049 0.011 15.0 0.0 0.0 7 CB5 958.70 958.50 15.0 0.0133 0.011 24.0 0.0 0.0 8 MH 1 961.35 961.13 45.0 0.0049 0.011 15.0 0.0 0.0 9 MH 2 961.13 960.62 102.0 0.0050 0.011 15.0 0.0 0.0 10 MH 3 960.62 959.85 153.0 0.0050 0.011 15.0 0.0 0.0 11 MH 4 959.85 959.40 90.0 0.0050 0.011 18.0 0.0 0.0 CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 6HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Time span=0.00-240.00 hrs, dt=0.05 hrs, 4801 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Runoff Area=24,743 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment A: Southeast Parking and Flow Length=250' Tc=25.6 min CN=98 Runoff=0.66 cfs 14,635 cf Runoff Area=21,916 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment B: South Parking and Flow Length=200' Tc=19.1 min CN=98 Runoff=0.60 cfs 12,964 cf Runoff Area=33,349 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment C: East Parking and Drive Flow Length=152' Tc=9.9 min CN=98 Runoff=0.94 cfs 19,730 cf Runoff Area=28,790 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment D: Northeast Parking and Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=98 Runoff=0.83 cfs 17,035 cf Runoff Area=18,688 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment E: Roof Tc=5.0 min CN=98 Runoff=0.53 cfs 11,057 cf Runoff Area=38,660 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment F: Northwest Parking and Flow Length=225' Tc=11.7 min CN=98 Runoff=1.08 cfs 22,872 cf Runoff Area=9,709 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment G: West Parking and Drive Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=98 Runoff=0.28 cfs 5,745 cf Runoff Area=13,875 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment H: Southwest Parking and Tc=5.0 min CN=98 Runoff=0.39 cfs 8,210 cf Runoff Area=13,724 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment I: Southwest Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=98 Runoff=0.36 cfs 8,117 cf Runoff Area=20,351 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment J: West Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=98 Runoff=0.58 cfs 12,041 cf Runoff Area=29,466 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment K: Northwest Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=98 Runoff=0.84 cfs 17,435 cf Runoff Area=62,589 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment L: North Tc=15.0 min CN=98 Runoff=1.73 cfs 37,027 cf Runoff Area=1,869 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment M: Courtyard Tc=5.0 min CN=98 Runoff=0.05 cfs 1,106 cf Runoff Area=14,985 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment N: Roof Tc=5.0 min CN=98 Runoff=0.43 cfs 8,866 cf Runoff Area=24,594 sf 100.00% Impervious Runoff Depth>7.10"Subcatchment O: East Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=98 Runoff=0.69 cfs 14,551 cf Inflow=7.63 cfs 207,904 cfReach T: TOTAL Outflow=7.63 cfs 207,904 cf CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 7HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Peak Elev=956.28' Storage=8,734 cf Inflow=5.97 cfs 156,690 cfPond 1P: Wetland 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' Outflow=5.65 cfs 156,326 cf Peak Elev=957.38' Storage=11,873 cf Inflow=6.56 cfs 139,906 cfPond 2P: NURP Pond Outflow=5.37 cfs 139,255 cf Peak Elev=959.52' Storage=3,433 cf Inflow=6.01 cfs 130,338 cfPond 3P: Biofiltration Basin Outflow=5.99 cfs 127,865 cf Peak Elev=961.85' Inflow=0.83 cfs 17,035 cfPond CB 2: CB 2 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' Outflow=0.83 cfs 17,035 cf Peak Elev=960.62' Inflow=1.88 cfs 39,907 cfPond CB 3: CB 3 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' Outflow=1.88 cfs 39,907 cf Peak Elev=960.32' Inflow=4.09 cfs 86,412 cfPond CB 4: CB 4 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' Outflow=4.09 cfs 86,412 cf Peak Elev=962.30' Inflow=0.94 cfs 19,730 cfPond CB1: CB 1 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' Outflow=0.94 cfs 19,730 cf Peak Elev=959.70' Inflow=4.48 cfs 94,622 cfPond CB5: CB 5 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' Outflow=4.48 cfs 94,622 cf Peak Elev=961.87' Inflow=0.94 cfs 19,730 cfPond MH 1: MH 1 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' Outflow=0.94 cfs 19,730 cf Peak Elev=961.74' Inflow=1.36 cfs 28,597 cfPond MH 2: MH 2 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' Outflow=1.36 cfs 28,597 cf Peak Elev=961.23' Inflow=1.41 cfs 29,703 cfPond MH 3: MH 3 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' Outflow=1.41 cfs 29,703 cf Peak Elev=960.54' Inflow=1.94 cfs 40,760 cfPond MH 4: MH 4 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' Outflow=1.94 cfs 40,760 cf Total Runoff Area = 357,308 sf Runoff Volume = 211,391 cf Average Runoff Depth = 7.10" 0.00% Pervious = 0 sf 100.00% Impervious = 357,308 sf CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 8HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment A: Southeast Parking and Drive Runoff = 0.66 cfs @ 119.29 hrs, Volume= 14,635 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 15,164 98 >75% Grass cover, Good, HSG C 9,579 98 Paved parking, HSG C 24,743 98 Weighted Average 24,743 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 125 0.0130 1.14 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 23.8 125 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 25.6 250 Total Subcatchment A: Southeast Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=24,743 sf Runoff Volume=14,635 cf Runoff Depth>7.10" Flow Length=250' Tc=25.6 min CN=98 0.66 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 9HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment B: South Parking and Drive Runoff = 0.60 cfs @ 119.21 hrs, Volume= 12,964 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 11,122 98 >75% Grass cover, Good, HSG C 10,794 98 Paved parking, HSG C 21,916 98 Weighted Average 21,916 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.5 15 0.0180 0.07 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 1.5 120 0.0200 1.35 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.86" 14.1 65 0.0100 0.08 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" 19.1 200 Total Subcatchment B: South Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=21,916 sf Runoff Volume=12,964 cf Runoff Depth>7.10" Flow Length=200' Tc=19.1 min CN=98 0.60 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 10HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment C: East Parking and Drive Runoff = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 12,394 98 >75% Grass cover, Good, HSG C 20,955 98 Paved parking, HSG C 33,349 98 Weighted Average 33,349 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.2 102 0.0260 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 8.7 50 0.0200 0.10 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 9.9 152 Total Subcatchment C: East Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=33,349 sf Runoff Volume=19,730 cf Runoff Depth>7.10" Flow Length=152' Tc=9.9 min CN=98 0.94 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 11HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment D: Northeast Parking and Drive Runoff = 0.83 cfs @ 119.03 hrs, Volume= 17,035 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 12,621 98 >75% Grass cover, Good, HSG C 16,169 98 Paved parking, HSG C 28,790 98 Weighted Average 28,790 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 200 0.0250 1.63 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment D: Northeast Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=28,790 sf Runoff Volume=17,035 cf Runoff Depth>7.10" Flow Length=200' Slope=0.0250 '/' Tc=2.0 min CN=98 0.83 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 12HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment E: Roof Runoff = 0.53 cfs @ 119.05 hrs, Volume= 11,057 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description 18,688 98 Roofs, HSG C 18,688 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment E: Roof Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=18,688 sf Runoff Volume=11,057 cf Runoff Depth>7.10" Tc=5.0 min CN=98 0.53 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 13HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment F: Northwest Parking and Drive Runoff = 1.08 cfs @ 119.13 hrs, Volume= 22,872 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 12,826 98 >75% Grass cover, Good, HSG C 25,834 98 Paved parking, HSG C 38,660 98 Weighted Average 38,660 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 2.0 175 0.0200 1.45 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" 9.7 50 0.0150 0.09 Sheet Flow, Grass Grass: Dense n= 0.240 P2= 2.86" 11.7 225 Total Subcatchment F: Northwest Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=38,660 sf Runoff Volume=22,872 cf Runoff Depth>7.10" Flow Length=225' Tc=11.7 min CN=98 1.08 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 14HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment G: West Parking and Drive Runoff = 0.28 cfs @ 119.02 hrs, Volume= 5,745 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 1,041 98 >75% Grass cover, Good, HSG C 8,668 98 Paved parking, HSG C 9,709 98 Weighted Average 9,709 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 150 0.0200 1.41 Sheet Flow, Drive Smooth surfaces n= 0.011 P2= 2.86" Subcatchment G: West Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=9,709 sf Runoff Volume=5,745 cf Runoff Depth>7.10" Flow Length=150' Slope=0.0200 '/' Tc=1.8 min CN=98 0.28 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 15HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment H: Southwest Parking and Drive Runoff = 0.39 cfs @ 119.05 hrs, Volume= 8,210 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 1,720 98 >75% Grass cover, Good, HSG C 12,155 98 Paved parking, HSG C 13,875 98 Weighted Average 13,875 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment H: Southwest Parking and Drive Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=13,875 sf Runoff Volume=8,210 cf Runoff Depth>7.10" Tc=5.0 min CN=98 0.39 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 16HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment I: Southwest Runoff = 0.36 cfs @ 119.35 hrs, Volume= 8,117 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 13,724 98 >75% Grass cover, Good, HSG C 13,724 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 31.4 250 0.0200 0.13 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment I: Southwest Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=13,724 sf Runoff Volume=8,117 cf Runoff Depth>7.10" Flow Length=250' Slope=0.0200 '/' Tc=31.4 min CN=98 0.36 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 17HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment J: West Runoff = 0.58 cfs @ 119.08 hrs, Volume= 12,041 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 12,569 98 >75% Grass cover, Good, HSG C 7,782 98 Water Surface, HSG C 20,351 98 Weighted Average 20,351 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.3 75 0.1000 0.20 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment J: West Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=20,351 sf Runoff Volume=12,041 cf Runoff Depth>7.10" Flow Length=75' Slope=0.1000 '/' Tc=6.3 min CN=98 0.58 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 18HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment K: Northwest Runoff = 0.84 cfs @ 119.04 hrs, Volume= 17,435 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 29,466 98 >75% Grass cover, Good, HSG C 29,466 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.8 70 0.3000 0.30 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment K: Northwest Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=29,466 sf Runoff Volume=17,435 cf Runoff Depth>7.10" Flow Length=70' Slope=0.3000 '/' Tc=3.8 min CN=98 0.84 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 19HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment L: North Runoff = 1.73 cfs @ 119.17 hrs, Volume= 37,027 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 59,200 98 >75% Grass cover, Good, HSG C 3,389 98 Paved parking, HSG C 62,589 98 Weighted Average 62,589 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 15.0 Direct Entry, Subcatchment L: North Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=62,589 sf Runoff Volume=37,027 cf Runoff Depth>7.10" Tc=15.0 min CN=98 1.73 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 20HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment M: Courtyard Runoff = 0.05 cfs @ 119.05 hrs, Volume= 1,106 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description 1,869 98 Roofs, HSG C 1,869 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment M: Courtyard Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=1,869 sf Runoff Volume=1,106 cf Runoff Depth>7.10" Tc=5.0 min CN=98 0.05 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 21HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment N: Roof Runoff = 0.43 cfs @ 119.05 hrs, Volume= 8,866 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description 14,985 98 Roofs, HSG C 14,985 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.0 Direct Entry, Subcatchment N: Roof Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=14,985 sf Runoff Volume=8,866 cf Runoff Depth>7.10" Tc=5.0 min CN=98 0.43 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 22HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Subcatchment O: East Runoff = 0.69 cfs @ 119.10 hrs, Volume= 14,551 cf, Depth> 7.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Area (sf) CN Description * 24,594 98 >75% Grass cover, Good, HSG C 24,594 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 8.7 50 0.0200 0.10 Sheet Flow, Grass: Dense n= 0.240 P2= 2.86" Subcatchment O: East Runoff Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34" Runoff Area=24,594 sf Runoff Volume=14,551 cf Runoff Depth>7.10" Flow Length=50' Slope=0.0200 '/' Tc=8.7 min CN=98 0.69 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 23HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Reach T: TOTAL Inflow Area = 357,308 sf,100.00% Impervious, Inflow Depth > 6.98" for 100-yr 10-Day Snowmelt event Inflow = 7.63 cfs @ 119.28 hrs, Volume= 207,904 cf Outflow = 7.63 cfs @ 119.28 hrs, Volume= 207,904 cf, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind+Trans method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Reach T: TOTAL Inflow Outflow Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 8 7 6 5 4 3 2 1 0 Inflow Area=357,308 sf 7.63 cfs 7.63 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 24HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 1P: Wetland Inflow Area = 270,125 sf,100.00% Impervious, Inflow Depth > 6.96" for 100-yr 10-Day Snowmelt event Inflow = 5.97 cfs @ 119.35 hrs, Volume= 156,690 cf Outflow = 5.65 cfs @ 119.63 hrs, Volume= 156,326 cf, Atten= 5%, Lag= 16.6 min Primary = 5.65 cfs @ 119.63 hrs, Volume= 156,326 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 956.28' @ 119.63 hrs Surf.Area= 11,628 sf Storage= 8,734 cf Plug-Flow detention time= 52.6 min calculated for 156,294 cf (100% of inflow) Center-of-Mass det. time= 36.8 min ( 7,527.9 - 7,491.1 ) Volume Invert Avail.Storage Storage Description #1 955.00' 39,454 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 955.00 22 0 0 956.00 11,086 5,554 5,554 957.00 13,022 12,054 17,608 958.00 15,090 14,056 31,664 958.50 16,069 7,790 39,454 Device Routing Invert Outlet Devices #1 Primary 955.15'24.0" Round RCP_Round 24" L= 105.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 955.15' / 954.50' S= 0.0062 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf Primary OutFlow Max=5.65 cfs @ 119.63 hrs HW=956.28' (Free Discharge) 1=RCP_Round 24" (Barrel Controls 5.65 cfs @ 4.46 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 25HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 1P: Wetland Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=270,125 sf Peak Elev=956.28' Storage=8,734 cf 24.0" Round Culvert n=0.013 L=105.0' S=0.0062 '/' 5.97 cfs 5.65 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 26HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 2P: NURP Pond Inflow Area = 240,659 sf,100.00% Impervious, Inflow Depth > 6.98" for 100-yr 10-Day Snowmelt event Inflow = 6.56 cfs @ 119.10 hrs, Volume= 139,906 cf Outflow = 5.37 cfs @ 119.44 hrs, Volume= 139,255 cf, Atten= 18%, Lag= 20.1 min Primary = 5.37 cfs @ 119.44 hrs, Volume= 139,255 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 957.38' @ 119.44 hrs Surf.Area= 9,493 sf Storage= 11,873 cf Plug-Flow detention time= 100.5 min calculated for 139,255 cf (100% of inflow) Center-of-Mass det. time= 68.6 min ( 7,511.4 - 7,442.8 ) Volume Invert Avail.Storage Storage Description #1 956.00' 32,564 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 956.00 7,783 0 0 957.00 9,012 8,398 8,398 958.00 10,293 9,653 18,050 959.00 11,632 10,963 29,013 959.30 12,045 3,552 32,564 Device Routing Invert Outlet Devices #1 Primary 956.00'24.0" Round Culvert L= 20.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 956.00' / 955.75' S= 0.0125 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf #2 Device 1 956.00'Custom Weir/Orifice, Cv= 2.62 (C= 3.28) Head (feet) 0.00 0.50 Width (feet) 2.00 2.00 #3 Device 1 957.25'14.0" W x 14.0" H Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=5.37 cfs @ 119.44 hrs HW=957.38' (Free Discharge) 1=Culvert (Passes 5.37 cfs of 7.81 cfs potential flow) 2=Custom Weir/Orifice (Orifice Controls 5.20 cfs @ 5.20 fps) 3=Orifice/Grate (Orifice Controls 0.17 cfs @ 1.14 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 27HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 2P: NURP Pond Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 7 6 5 4 3 2 1 0 Inflow Area=240,659 sf Peak Elev=957.38' Storage=11,873 cf 6.56 cfs 5.37 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 28HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond 3P: Biofiltration Basin Inflow Area = 220,308 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 6.01 cfs @ 119.07 hrs, Volume= 130,338 cf Outflow = 5.99 cfs @ 119.11 hrs, Volume= 127,865 cf, Atten= 0%, Lag= 2.2 min Primary = 5.99 cfs @ 119.11 hrs, Volume= 127,865 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 959.52' @ 119.11 hrs Surf.Area= 4,942 sf Storage= 3,433 cf Plug-Flow detention time= 245.4 min calculated for 127,865 cf (98% of inflow) Center-of-Mass det. time= 118.4 min ( 7,453.4 - 7,335.0 ) Volume Invert Avail.Storage Storage Description #1 958.50' 44,999 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 958.50 2,403 0 0 959.00 3,051 1,364 1,364 960.00 6,701 4,876 6,240 961.00 10,108 8,405 14,644 962.00 14,600 12,354 26,998 963.00 21,402 18,001 44,999 Device Routing Invert Outlet Devices #1 Primary 959.30'24.0' long x 8.0' breadth Broad-Crested Rectangular Weir 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) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65 2.65 2.66 2.66 2.68 2.70 2.74 Primary OutFlow Max=5.95 cfs @ 119.11 hrs HW=959.52' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 5.95 cfs @ 1.14 fps) CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 29HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Pond 3P: Biofiltration Basin Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 6 5 4 3 2 1 0 Inflow Area=220,308 sf Peak Elev=959.52' Storage=3,433 cf 6.01 cfs 5.99 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 30HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 2: CB 2 Inflow Area = 28,790 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 0.83 cfs @ 119.03 hrs, Volume= 17,035 cf Outflow = 0.83 cfs @ 119.03 hrs, Volume= 17,035 cf, Atten= 0%, Lag= 0.0 min Primary = 0.83 cfs @ 119.03 hrs, Volume= 17,035 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 961.85' @ 119.03 hrs Device Routing Invert Outlet Devices #1 Primary 961.40'15.0" Round Culvert L= 290.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.40' / 959.95' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.82 cfs @ 119.03 hrs HW=961.85' (Free Discharge) 1=Culvert (Barrel Controls 0.82 cfs @ 3.08 fps) Pond CB 2: CB 2 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=28,790 sf Peak Elev=961.85' 15.0" Round Culvert n=0.011 L=290.0' S=0.0050 '/' 0.83 cfs 0.83 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 31HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 3: CB 3 Inflow Area = 67,450 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 1.88 cfs @ 119.05 hrs, Volume= 39,907 cf Outflow = 1.88 cfs @ 119.05 hrs, Volume= 39,907 cf, Atten= 0%, Lag= 0.0 min Primary = 1.88 cfs @ 119.05 hrs, Volume= 39,907 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 960.62' @ 119.05 hrs Device Routing Invert Outlet Devices #1 Primary 959.95'18.0" Round Culvert L= 107.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.95' / 959.40' S= 0.0051 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.88 cfs @ 119.05 hrs HW=960.62' (Free Discharge) 1=Culvert (Barrel Controls 1.88 cfs @ 3.60 fps) Pond CB 3: CB 3 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 2 1 0 Inflow Area=67,450 sf Peak Elev=960.62' 18.0" Round Culvert n=0.011 L=107.0' S=0.0051 '/' 1.88 cfs 1.88 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 32HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB 4: CB 4 Inflow Area = 146,050 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 4.09 cfs @ 119.06 hrs, Volume= 86,412 cf Outflow = 4.09 cfs @ 119.06 hrs, Volume= 86,412 cf, Atten= 0%, Lag= 0.0 min Primary = 4.09 cfs @ 119.06 hrs, Volume= 86,412 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 960.32' @ 119.06 hrs Device Routing Invert Outlet Devices #1 Primary 959.40'24.0" Round Culvert L= 140.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.40' / 958.70' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.08 cfs @ 119.06 hrs HW=960.32' (Free Discharge) 1=Culvert (Barrel Controls 4.08 cfs @ 4.27 fps) Pond CB 4: CB 4 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 4 3 2 1 0 Inflow Area=146,050 sf Peak Elev=960.32' 24.0" Round Culvert n=0.011 L=140.0' S=0.0050 '/' 4.09 cfs 4.09 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 33HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB1: CB 1 Inflow Area = 33,349 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf Outflow = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 962.30' @ 119.11 hrs Device Routing Invert Outlet Devices #1 Primary 961.80'15.0" Round Culvert L= 89.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.80' / 961.36' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.93 cfs @ 119.11 hrs HW=962.30' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 3.03 fps) Pond CB1: CB 1 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Inflow Area=33,349 sf Peak Elev=962.30' 15.0" Round Culvert n=0.011 L=89.0' S=0.0049 '/' 0.94 cfs 0.94 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 34HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond CB5: CB 5 Inflow Area = 159,925 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 4.48 cfs @ 119.06 hrs, Volume= 94,622 cf Outflow = 4.48 cfs @ 119.06 hrs, Volume= 94,622 cf, Atten= 0%, Lag= 0.0 min Primary = 4.48 cfs @ 119.06 hrs, Volume= 94,622 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 959.70' @ 119.06 hrs Device Routing Invert Outlet Devices #1 Primary 958.70'24.0" Round Culvert L= 15.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 958.70' / 958.50' S= 0.0133 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 3.14 sf Primary OutFlow Max=4.48 cfs @ 119.06 hrs HW=959.70' (Free Discharge) 1=Culvert (Barrel Controls 4.48 cfs @ 4.16 fps) Pond CB5: CB 5 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 5 4 3 2 1 0 Inflow Area=159,925 sf Peak Elev=959.70' 24.0" Round Culvert n=0.011 L=15.0' S=0.0133 '/' 4.48 cfs 4.48 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 35HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 1: MH 1 Inflow Area = 33,349 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf Outflow = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf, Atten= 0%, Lag= 0.0 min Primary = 0.94 cfs @ 119.11 hrs, Volume= 19,730 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 961.87' @ 119.11 hrs Device Routing Invert Outlet Devices #1 Primary 961.35'15.0" Round Culvert L= 45.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.35' / 961.13' S= 0.0049 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=0.93 cfs @ 119.11 hrs HW=961.87' (Free Discharge) 1=Culvert (Barrel Controls 0.93 cfs @ 2.88 fps) Pond MH 1: MH 1 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Inflow Area=33,349 sf Peak Elev=961.87' 15.0" Round Culvert n=0.011 L=45.0' S=0.0049 '/' 0.94 cfs 0.94 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 36HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 2: MH 2 Inflow Area = 48,334 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 1.36 cfs @ 119.09 hrs, Volume= 28,597 cf Outflow = 1.36 cfs @ 119.09 hrs, Volume= 28,597 cf, Atten= 0%, Lag= 0.0 min Primary = 1.36 cfs @ 119.09 hrs, Volume= 28,597 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 961.74' @ 119.09 hrs Device Routing Invert Outlet Devices #1 Primary 961.13'15.0" Round Culvert L= 102.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 961.13' / 960.62' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.36 cfs @ 119.09 hrs HW=961.74' (Free Discharge) 1=Culvert (Barrel Controls 1.36 cfs @ 3.35 fps) Pond MH 2: MH 2 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Inflow Area=48,334 sf Peak Elev=961.74' 15.0" Round Culvert n=0.011 L=102.0' S=0.0050 '/' 1.36 cfs 1.36 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 37HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 3: MH 3 Inflow Area = 50,203 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 1.41 cfs @ 119.09 hrs, Volume= 29,703 cf Outflow = 1.41 cfs @ 119.09 hrs, Volume= 29,703 cf, Atten= 0%, Lag= 0.0 min Primary = 1.41 cfs @ 119.09 hrs, Volume= 29,703 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 961.23' @ 119.09 hrs Device Routing Invert Outlet Devices #1 Primary 960.62'15.0" Round Culvert L= 153.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 960.62' / 959.85' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.23 sf Primary OutFlow Max=1.41 cfs @ 119.09 hrs HW=961.23' (Free Discharge) 1=Culvert (Barrel Controls 1.41 cfs @ 3.47 fps) Pond MH 3: MH 3 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 1 0 Inflow Area=50,203 sf Peak Elev=961.23' 15.0" Round Culvert n=0.011 L=153.0' S=0.0050 '/' 1.41 cfs 1.41 cfs CLA Chanhassen - Existing Conditions Type II 24-hr 240.00 hrs 100-yr 10-Day Snowmelt Rainfall=7.34"Proposed Model 10-day Snow Printed 3/19/2015Prepared by Hewlett-Packard Company Page 38HydroCAD® 10.00-11 s/n 02540 © 2014 HydroCAD Software Solutions LLC Summary for Pond MH 4: MH 4 Inflow Area = 68,891 sf,100.00% Impervious, Inflow Depth > 7.10" for 100-yr 10-Day Snowmelt event Inflow = 1.94 cfs @ 119.08 hrs, Volume= 40,760 cf Outflow = 1.94 cfs @ 119.08 hrs, Volume= 40,760 cf, Atten= 0%, Lag= 0.0 min Primary = 1.94 cfs @ 119.08 hrs, Volume= 40,760 cf Routing by Stor-Ind method, Time Span= 0.00-240.00 hrs, dt= 0.05 hrs Peak Elev= 960.54' @ 119.08 hrs Device Routing Invert Outlet Devices #1 Primary 959.85'18.0" Round Culvert L= 90.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 959.85' / 959.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 1.77 sf Primary OutFlow Max=1.93 cfs @ 119.08 hrs HW=960.54' (Free Discharge) 1=Culvert (Barrel Controls 1.93 cfs @ 3.56 fps) Pond MH 4: MH 4 Inflow Primary Hydrograph Time (hours) 2402302202102001901801701601501401301201101009080706050403020100 Fl o w ( c f s ) 2 1 0 Inflow Area=68,891 sf Peak Elev=960.54' 18.0" Round Culvert n=0.011 L=90.0' S=0.0050 '/' 1.94 cfs 1.94 cfs APPENDIX H Project Information Calculator Version:Version 2: June 2014 Project Name:Children's Learning Adventure User Name / Company Name: Stefan Michno/CEI Engineering Associates, Inc. Date:03/19/2015 Project Description:The project site is approximately 7.86acres (7.18 acres not including the undisturbed wetland area on site) , currently zoned A-2 (Agricultural Estate District), and is located in Chanhassen, Carver County, Minnesota. The proposed development, which will be rezoned as a PUD, will consist of an approximately ±33,032 square foot daycare and after school facility, along with associated surface parking lot, concrete curb and gutter, driveways, sanitary sewer lateral, water connection to main, storm sewer, detention basin, and gas, electric and telephone utilities. Runoff from all proposed impervious surfaces will be collected by downspouts, curb cuts, or drain to one of a series of catch basins in the paved area, and outlet to a biofiltration basin that will serve to promote on site abstraction of stormwater. Excess stormwater from the biofiltration basin shall overflow into a proposed retention basin with an outlet control structure (OCS) which will in turn control the rate of runoff and provide for additional water quality. Stormwater from the retention basin will then outlet into the existing wetland, where it will eventually outlet from the project site through an existing culvert that runs underneath West 78th Street to the north. No disturbance is proposed in the existing wetland area. Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 1.6 1.6 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 3.11 3.11 Impervious Area (acres) 2.47 Total Area (acres) 7.18 Site Areas Routed to BMPs Summary Information Performance Goal Requirement Performance goal volume retention requirement: 4931 ft3 Volume removed by BMPs towards performance goal: 4772 ft3 Percent volume removed towards performance goal 97 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 6.9399 acre-ft Annual runoff volume removed by BMPs: 5.3469 acre-ft Percent annual runoff volume removed: 77 % Post development annual particulate P load: 3.11 lbs Annual particulate P removed by BMPs:2.81 lbs Post development annual dissolved P load: 2.55 lbs Annual dissolved P removed by BMPs: 2.06 lbs Percent annual total phosphorus removed: 86 % Post development annual TSS load:1029 lbs Annual TSS removed by BMPs: 930 lbs Percent annual TSS removed: 90 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) 2 - Bioretention basin (w/o underdrain)9400 4772 4772 0 100 1 - Constructed stormwater pond 0 0 0 0 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) 2 - Bioretention basin (w/o underdrain)6.1474 0 5.3469 0.8005 87 1 - Constructed stormwater pond 0.2319 0.8005 0 1.0324 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2 - Bioretention basin (w/o underdrain)2.76 0 2.4 0.36 87 1 - Constructed stormwater pond 0.1 0.36 0.41 0.05 90 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2 - Bioretention basin (w/o underdrain)2.26 0 1.97 0.29 87 1 - Constructed stormwater pond 0.09 0.29 0.09 0.29 23 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) 2 - Bioretention basin (w/o underdrain)911 0 792 119 87 1 - Constructed stormwater pond 34 119 138 15 90 BMP Schematic APPENDIX I Children's Learning Adventure Chanhassen, MN Proposed Storm Sewer Design Calculations 03.20.2015 Pipe Pipe Pipe Design From To Diameter n Slope (%)Capacity (cfs)Flow (cfs) (1)Velocity (fps) (2) CB1 MH1 15 0.011 0.50 5.40 3.44 4.08 MH1 MH2 15 0.011 0.50 5.40 3.44 3.89 MH2 MH3 15 0.011 0.50 5.40 5.25 4.47 MH3 MH4 15 0.011 0.50 5.40 5.49 4.58 MH4 CB4 18 0.011 0.50 8.78 7.97 4.84 CB2 CB3 15 0.011 0.50 5.40 3.47 4.38 CB3 CB4 18 0.011 0.50 8.78 6.24 4.70 CB4 CB5 24 0.011 0.50 18.90 15.34 5.68 CB5 BRB 24 0.011 1.33 30.83 17.22 5.70 OCS Wetland 24 0.011 1.25 29.89 8.42 8.98 Wetland Outlet 24 0.013 0.62 17.81 6.67 4.63 (1) - Design Flow value is from 10-year event in HydroCAD model. (2) - Velocities list in boldface discharge to ponds, swales, or wetlands. APPENDIX J . TABLE OF CONTENTS Page No. PROJECT INFORMATION ............................................................................................. 1 Project Authorization ............................................................................................ 1 Project Description ............................................................................................... 1 Purpose and Scope of Services ........................................................................... 3 SITE AND SUBSURFACE CONDITIONS ........................................................................ 3 Site Location and Description ............................................................................... 3 Subsurface Conditions ......................................................................................... 4 Groundwater Information ...................................................................................... 6 EVALUATION AND RECOMMENDATIONS ................................................................... 6 Geotechnical Discussion ...................................................................................... 6 Site Preparation .................................................................................................... 8 Seismic Site Class .............................................................................................. 12 Infiltration Characteristics of Subsurface Soils and Pond Recommendations ...... 15 CONSTRUCTION CONSIDERATIONS ......................................................................... 16 Moisture Sensitive Soils/Weather Related Concerns ......................................... 16 Drainage and Groundwater Concerns ................................................................ 17 Excavations ........................................................................................................ 17 Utilities Trenching ............................................................................................... 18 GEOTECHNICAL RISK ................................................................................................ 18 REPORT LIMITATIONS ................................................................................................ 19 APPENDIX SITE VICINITY PLAN BORING LOCATION PLAN BORING LOGS WINPASS PAVEMENT DESIGN NRCS SOILS MAP USGS SEISMIC ANALYSIS GENERAL NOTES . Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 1 PROJECT INFORMATION Project Authorization The following Table summarizes, in chronological order, the Project Authorization History for the services performed and represented in this report by Professional Service Industries, Inc. (PSI). DOCUMENT AND REFERENCE NUMBER DATE AUTHOR OR AGENT & COMPANY Phone/Email Request for Proposal 1/12/2015 Mr. Mark Schaefer LASCO Development PSI Proposal #0675-142249 1/13/2015 Mr. Joseph Rozmiarek Mr. David Barndt, PSI, Inc. Request for Revised Proposal 1/14/2015 Mr. Mark Schaefer LASCO Development Revised PSI Proposal #0675-142249-R1 1/15/2015 Mr. Joseph Rozmiarek Mr. David Barndt, PSI, Inc. Notice to Proceed: 1/15/2015 Mr. Mark Schaefer LASCO Development Project Description PSI understands that the project includes the design and construction of a new Children’s Learning Adventure childcare center. The project site is located on the northwest quadrant of Galpin Boulevard and Arboretum Boulevard in Chanhassen, Minnesota. The site is currently undeveloped, but has had previous buildings and pavements were on the site, according to the provided Site Feasibility Report from LASCO Development. The following Table lists the material and information provided for this project: DESCRIPTION OF MATERIAL PROVIDER/SOURCE DATE Conceptual Site Plan Mr. Mark Schaefer LASCO Development 1/12/2015 Site Feasibility Report Mr. Mark Schaefer LASCO Development 1/9/2015 The proposed childcare center will be a single-story, slab-on-grade structure, approximately 33,000 square feet in plan. The building will not have a basement or below grade levels. Specific building construction details are unavailable at this time; however, PSI understands that building construction will consist of either cast-in-place concrete or masonry foundation walls supporting either precast wall panels or light gauge steel framing. The roof is anticipated to consist of steel joists and decking. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 2 Based upon this, PSI’s analysis is based on maximum wall and column loads being on the order of 3 kips per lineal foot and 100 kips, respectively. Additional site work will include the construction of parking lots and drive lanes around the perimeter of the structure; a stormwater pond on the east side of the site; playgrounds and ball fields to the west, north, and east of the structure; site utilities and miscellaneous landscaping. Site access is planned off West 78th Street to the north and west, and off Galpin Boulevard to the east. Finished floor elevation for the new building has not been finalized at this time, but it is expected to be at or within 2± feet of existing site grades on the east side of the site. The elevation difference between the borings completed within the proposed building is 6± feet. Based upon this, cuts on the order of 2± feet and fills of 4± feet will be required to reach final grades. Similarly, the current grades within the proposed pavement areas will be within 2± feet of existing site grades. PSI’s recommendations for the pavements are based on cut and fills being on the order of 2± feet. The following Table lists the structural loads and site features that are required for or are the design basis for the conclusions contained in this report: STRUCTURAL LOAD/PROPERTY REQUIREMENT/DESIGN BASIS BUILDING Maximum Wall Loads 3 kips per lineal foot (klf) B Maximum Column Loads 100 Kips B Finished First Floor Elevation Within 2 feet of existing site grades on the east side of the site (elevations 100± to 102± based off the temporary benchmark) B Maximum Floor Loads and Size 125 pounds per square foot (psf)/ Concentrated loads under 2 square feet B Settlement Tolerances 1-inch total; ¾-inch differential between adjacent columns B PAVEMENTS Pavement 18-kip ESAL (cycle & duration) Light Duty – 45,000 ESALs Heavy Duty– 100,00 ESALs Design life expectancy of 20 years R GRADING Planned Grade Variations at Surface of Site in Building Pad Area 2± feet of cut 6± feet of fill B Planned Grade Variations at Surface of Pavements 2± feet of cut/fill B B = Report has been prepared based on this parameter or loading in the absence of client supplied information at the time of this report. R = Reported to PSI by LASCO Development. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 3 The geotechnical recommendations presented in this report are based on the available project information, building location, and the subsurface materials described in this report. If the noted information is incorrect, please inform PSI in writing so that we may amend the recommendations presented in this report as appropriate and if desired by the client. PSI will not be responsible for the implementation of its recommendations when it is not notified of changes in the project. Purpose and Scope of Services The purpose of this study was to explore the subsurface conditions at the site and develop geotechnical design criteria regarding foundations, floor slabs, pavements, and stormwater management features for the proposed project. Subgrade preparation recommendations and construction considerations are also provided. PSI’s scope of services included drilling a total of seven (7) soil test borings, select laboratory testing, and preparation of this Geotechnical Report. The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. SITE AND SUBSURFACE CONDITIONS Site Location and Description The site is located on the northwest quadrant of Galpin Boulevard and Arboretum Boulevard in Chanhassen, Minnesota. The site is bounded to the north and west by West 78th Street; to the south by Arboretum Boulevard (Minnesota State Highway 5), and to the east by Galpin Boulevard. Residential construction exists to the west and south, with undeveloped land to the north and retail construction to the east. The site is currently undeveloped, but had previous buildings and pavements that have since been demolished. The site Latitude and Longitude is approximately 44.86398N and 93.58060W, respectively. The site topography slopes gently downward from east to west and south to north, with differences in elevation between the borings on the order of 6± feet. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 4 Subsurface Conditions The subsurface conditions were explored with seven (7) soil test borings. The following Table depicts the general location and depth of each boring completed for this project: BORING GENERAL LOCATION SURFACE ELEVATION (FT) DEPTH OF BORING (FT) B-01 Proposed Stormwater Pond, West Side of Site 100 21 B-02 Proposed Building, Northwest Corner 96 21 B-03 Proposed Building, Southwest Corner 99 21 B-04 Proposed Building, Southeast Corner 102 21 B-05 Proposed Building, Northeast Corner 102 21 B-06 Proposed Building, West-Center 99 21 B-07 Proposed Building, East-Center 100 21 The surface elevation at each boring location was determined by the PSI drilling crew using conventional leveling techniques. The bonnet bolt of the fire hydrant located on the northwest corner of West 78th Street and Vasserman Trail was used as a temporary benchmark and assigned an arbitrary reference elevation of 100 feet. Elevations should be considered accurate to the nearest 1± foot. The borings were advanced utilizing hollow stem auger drilling methods and soil samples were routinely obtained during the drilling process. Drilling and sampling techniques were accomplished generally in accordance with ASTM procedures. Representative soil samples were obtained from the soil borings and were returned to PSI’s laboratory where they were visually classified using the Unified Soil Classification System (USCS) as a guideline. Further, PSI conducted limited laboratory testing on select soil samples to aid in identifying and describing the physical characteristics of the soils and to aid in defining the site soil stratigraphy. The results of the field exploration and laboratory tests were used in PSI’s engineering analysis and in the formulation of our engineering recommendations. The subsurface conditions at the site included surficial topsoil (5 to 12 inches thick). The topsoil was typically underlain by a layer of fill in Borings B-02 through B-07. The fill consisted of either silty sand or sandy silt, some of which contained organics. A loss of ignition test performed on one of the fill samples indicated the material contained 4.5% organics. The fill ranged from depths of 2± to 7± feet below existing site grades. The moisture contents on the fill materials ranged from 16% to 32%. The SPT N- values of the undocumented fill materials ranged from 5 to 15 blows per foot (bpf), indicating loose to medium relative densities. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 5 Underlying the fill materials in Borings B-02 through B-07 and underlying the topsoil in Boring B-01 were native sandy silts, silty lean clays, and silty sands to depths of 5± feet to 7± feet below existing site grades. The soils ranged in color from gray to brown. The native soils had moisture contents ranging from 5% to 17% in the sandy materials, 20% in the silty clay materials, and 16% in the sandy silt. The SPT N-values ranged from 7 to 13 bpf, indicating loose to medium relative densities. A possible cobble was encountered in Boring B-05 at a depth of 6 feet, and had an SPT N-value of 35 bpf. A hand penetrometer in the silty clay had a value of 1½ tsf, indicating a stiff consistency. Below the silty lean clays, silty sands, and sandy silts was a layer of sandy silt soils, some of which contained trace amounts of gravel, to depths of 10± to 20± feet below existing site grades. The soils ranged from moist to wet, with moisture contents ranging from 11% to 35%. The SPT N-values ranged from 5 to 17 bpf, indicating loose to medium relative densities. An exception to this general profile was encountered in Borings B-06 and B-07. Boring B-06 had layers of silt with sand to a depth of 10± feet underlain by sand with silt to a depth of 15± feet. Moisture contents ranged from 18% to 20% and were moist to waterbearing. SPT N-values ranged from 8 to 10 bpf, indicating loose to medium relative densities. Boring B-07 had a layer of silty lean clay from 7± feet to 15± feet below site grades. Moisture contents ranged from 18% to 28% and were very moist. Hand penetrometer values ranged from ¼ tsf to 1 tsf, indicating soft to stiff consistencies. Below the sandy silts and silty lean clays was a deposit of sandy lean clay to the termination depth of the borings. The sandy lean clay was gray in color, indicating that the strata had previously been saturated. Moisture contents in the clay layer ranged from 11% to 18%. Hand penetrometer values in the sandy lean clay ranged from 1½ to 3½ tsf, indicating stiff to very stiff consistencies. The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs included in the appendix should be reviewed for specific information at individual boring locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples, and laboratory test data. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratifications represent the approximate boundary between subsurface materials and the actual transition may be gradual. Water level information obtained during field operations is also shown on these boring logs. The samples that were not discarded during classification or altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 6 Groundwater Information Groundwater was observed within Borings B-01, B-03, B-04 and B-06 during drilling operations at depths ranging from 7 to 10 feet below existing site grades. Groundwater was observed at the completion of drilling operations in Borings B-02, B-03, B-04 and B-06 at depths ranging from 10 to 17 feet. Groundwater was not observed to collect in Boring B-05 or Boring B-07 at the time of drilling operations. Due to the fine-grained nature of the encountered soils, the observed water levels may not be indicative of the static groundwater level. Based on the observed water contents of the recovered soil samples and a review of the elevations of nearby surface water features, the static groundwater level on site is estimated to be at 94± feet relative to the temporary benchmark, or an elevation of 966± feet above mean sean level (MSL). The groundwater observations noted on the boring logs represent the groundwater conditions at the test boring locations. It should be expected that the groundwater levels will fluctuate at least several feet seasonally and depending on climatic conditions and precipitation. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project. Short- term dewatering may be required to facilitate foundation construction. EVALUATION AND RECOMMENDATIONS Geotechnical Discussion Based upon PSI’s interpretation and evaluation of the encountered subsurface conditions and understanding of the planned project, there are four geotechnical related concerns at this site, which will affect the design, construction and possible performance of the proposed project. The following summarizes these concerns: 1. Existing undocumented fill, some of which contained organics, was encountered extending to approximately 2± to 7± feet below existing ground surface in the proposed building pad. It should be anticipated that the depth and consistency of the existing fill materials may change from within the proposed building. A deposit of fill was observed within all borings to depths of approximately 2± to 7± feet below existing grade. The fill materials were underlain by very loose silts at Borings B- 02 and B-03, and by soft to stiff silty clays in Borings B-6 and B-07. PSI does not recommend that the new foundations or foundation supporting fill bear upon the existing undocumented fill material in its current condition. Therefore, full removal of the undocumented fill material is recommended for the preparation of the foundation system if conventional continuous wall and column footings are being considered for the project. Construction of floor slabs and pavements within undocumented non-organic fill and possible fill material poses a construction risk of experiencing greater total and/or differential settlements. If previous testing data is available relative to the placement of Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 7 the fill, it should be forwarded to PSI’s office for review. To greatly reduce the risk of experiencing future settlement associated with bearing upon the existing fill would require overexcavation of the fill soils and replacement with a compacted engineered fill. However, to assist the owner in evaluating the potential risk associated with the existing non-organic fill, we offer the following comments. Based upon the results of the test borings, the existing undocumented fills and possible fills were observed in a relatively loose to medium dense condition. Therefore, considering the relatively light loads of a floor slab and if the owner is willing to accept the potential to experience some minor settlements, it may be possible to support the floor slabs on newly placed engineered fill upon the existing non-organic undocumented fills provided the recommendations within the site preparation section are adhered to. If these recommendations are not followed, PSI cannot be responsible for the performance of the project. If the owner is unwilling to accept the elevated risk of floor slab settlement, the existing undocumented fill should be removed in its entirety from within, and 10 feet beyond, the proposed building pad. Depending on the size and spacing of the foundations and associated laterally oversized excavations, a large portion of the existing fill may be removed as part of foundation construction. 2. Groundwater was observed in Borings B-03, B-04, and B-06 at depths of 7± to 10± feet. The estimated static groundwater level is 2± to 7± feet below existing site grades. The second concern at this site may have an impact on the construction of foundations and utilities planned to be at or below 5 feet from existing ground surface. Groundwater was observed at depths of 7± to 10± feet below existing site grades. The estimated static groundwater level is 2± to 7± feet below existing site grades. Typically, in order to maintain a stable bearing surface, water levels should be maintained at least 2 feet below the bottom of the excavation. Depending on final site grades, the observed water levels would be 2 to 5 feet below planned excavation depths assuming that the finished floor elevation is at 100± to 102± feet. The existing silty soils at foundation bearing elevations would have reduced strength characteristics if allowed to become saturated. 3. Silty soils encountered at the foundation bearing elevations will become disturbed during construction activities. The third concern with this site is that loose to medium dense sandy silt soils were encountered at estimated foundation bearing elevations for the proposed building. Due to the granular nature of the foundation bearing soils, the base of the foundation excavations will be easily disturbed. Surface compaction of the foundation subgrades should be performed with a ho-pac, sheepsfoot, or vibratory plate compactor upon completion of excavation activities to re-densify the soils prior to construction of the footings. Care should be taken, however, if these soils are saturated. Excessive vibration can cause saturated non-cohesive soils to become unstable due to phenomenon called excess pore water pressure. Therefore, this process should be monitored by a representative of a geotechnical engineer during construction. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 8 4. Potential structural elements and utilities from previous construction may exist within the proposed building and pavement areas. The fourth concern with this site is that previous buildings and pavements had existed on the site. PSI has not been informed of the location of these site features. If encountered during construction, PSI recommends that any discovered foundations, walls, and floor slabs, etc. be removed in their entirety from beneath, and a minimum of 10 feet beyond the new building footprint. The resulting excavations should then be backfilled with compacted engineered fill as outlined in the Site Preparation section of this report. PSI recommends that after removal of any discovered foundation elements, the existing soils be observed by a representative of a qualified geotechnical engineer, prior to backfilling to the proposed subgrade elevations. Complete removal of any discovered foundations and foundation walls from within the pavement areas should not be required; however, within these areas PSI recommends that foundations and foundation walls be removed to a minimum depth of 2 feet below subgrade elevation to eliminate the potential for non-uniform settlement. The following geotechnical related recommendations have been developed on the basis of the subsurface conditions encountered and PSI’s understanding of the proposed development. PSI has presented these recommendations with the understanding that the owner is willing to accept an elevated risk of floor slab and pavement settlement by utilizing the existing fill for support of the structure’s floor slab. Should changes in the project criteria occur, a review must be made by PSI to determine if modifications to our recommendations will be required. Site Preparation Prior to the placement of new fill or preparation of the construction area subgrade, PSI recommends that the existing surficial organic matter, trees including root bulbs, frozen soils (if present during construction), and topsoil be removed from within and a minimum of 10 feet beyond the building and pavement areas. The existing non-organic undocumented fill should be removed at foundation locations, but may remain in place under the floor slabs and pavements if the soil passes proofroll operations as noted below. Unsuitable soils encountered should be selectively undercut and/or stabilized in place. A representative of a qualified geotechnical engineer should determine the need for and depth of removal or stabilization at the time of construction. After stripping and excavating to the proposed subgrade level, as required, the slab on grade and pavement areas should be thoroughly proofrolled. Proofrolling should be performed with a steel drummed vibratory roller where granular soils are present at subgrade elevations, or a fully loaded tandem axle dump truck or rubber tired vehicle of similar size and weight (typically 9-ton per axle) where cohesive soils are encountered. Soils that are observed to rut or deflect excessively under the moving load should be remediated prior to placement of engineered fill. Cut material generated by these operations may be moisture-conditioned and reused as engineered fill, used in landscape areas, or disposed of offsite. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 9 The proofrolling and undercutting activities should be witnessed by a representative of the geotechnical engineer. Proofrolling should be performed following a warm and dry period; which may limit the need for surface repairs to localized areas. However, if subgrade preparation must proceed during unfavorable wet and/or cool weather periods, such as early spring or late fall, more extensive surface repairs will likely be required, as discussed in the Construction Considerations section of this report. Based on the existing site grades, newly placed fill will be required to achieve design site grades. PSI has not been provided with design site elevations, including those of the planned finished floor elevation. Assuming a new finished floor elevation of 102± feet with reference to the temporary benchmark (the current elevation of Borings B-04 and B-05), and that undocumented fill is removed below foundations as recommended in this report, newly placed fills on the order of up to 6± feet will be required on the west side of the site. The following table details the estimated cut depths for fill removal and the estimated fill depths to achieve design site grades: BORING LOCATION EXISTING SURFACE ELEVATION (FT) ESTIMATED CUT DEPTH ELEVATION (FT) ESTIMATED FILL REQUIRED (FT) B-02 Proposed Building, Northwest Corner 96 91 (fill) 6 B-03 Proposed Building, Southwest Corner 99 97 (fill) 0 B-04 Proposed Building, Southeast Corner 102 100 (fill) 0 B-05 Proposed Building, Northeast Corner 102 100 (fill) 0 B-06 Proposed Building, West-Center 99 94 (fill) 3 B-07 Proposed Building, East-Center 100 93 (fill) 89 (fill and soft) 4 8 ***All elevations are based off the temporary benchmark of 100 feet for the bonnet bolt of the fire hydrant on the northwest quadrant of West 78th Street and Vasserman Trail. Bottom of footing elevation is estimated to be 97± feet relative to this temporary benchmark. Newly placed engineered fill required to establish site grades should be free of organic, frozen, or other deleterious materials, have a maximum particle less than 3 inches. The existing, non-organic fill may be reused for engineered fill, but will likely require moisture- conditioning prior to use. In lieu of using the existing onsite materials, imported fill should consist of sands with less than 12% of the particles passing the #200 sieve by weight. Newly placed engineered fill should be compacted to at least 98 percent of the maximum dry density and to within 3 percent of the optimum moisture content as determined by the standard Proctor (ASTM D698). Also, PSI recommends that a qualified geotechnical engineer test and document the engineered fill materials prior to placement. Engineered fill should be placed in maximum lifts of eight inches of loose material and should be compacted to within 3 percent of the optimum moisture content value as determined by the standard Proctor test (ASTM D698). If very moist or wet soils are to be Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 10 reused as engineered fill, they should be spread thinly on the ground and allowed to dry prior to placement. If water is to be added, it should be uniformly applied and thoroughly mixed into the soil by disking or scarifying. Each lift of compacted engineered fill should be observed, tested, and documented by a representative of PSI prior to placement of subsequent lifts. Compaction tests should be performed for every 2,500 square feet in the building pad and every 5,000 square feet in pavement areas. A minimum of three tests per layer is recommended. The lateral extent of the overexcavation of poor soil and subsequent placement and compaction of engineered fill should be equal to or greater than the depth of overexcavation below finished floor elevation. As for the pavement areas, the newly placed compacted engineered fill should extend at least 5 feet beyond the edges of the pavement. Foundation Recommendations The proposed building can be supported by conventional continuous wall and column footings designed to bear upon suitable bearing native soils or newly placed engineered fill that have been tested and observed by the geotechnical engineer or geotechnical engineering technician. PSI recommends that footings be designed for a maximum net allowable soil bearing pressure of 2,500 pounds per square foot (psf) for continuous footings and 1,900 psf for square footings based on dead load plus design live load. Minimum dimensions of 18 inches for continuous footings and 30 inches for any 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. Where existing undocumented fill or 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 8 inches thick loose lifts with suitable granular fill material compacted to at least 98 percent of maximum dry density and within 3% of the optimum moisture content as determined by standard Proctor (ASTM D698). Due to the potential variations in the strengths of the natural soils, it is recommended that soils at bearing elevation in the footing excavations be observed and tested by a Professional Service Industries, Inc., representative prior to concrete placement to evaluate the suitability and uniformity of the natural soils for support of the design foundation loads. A method for evaluating the acceptability of the soils under footings 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. Based on the recommended net allowable bearing pressure of 2,500 and 1,900 psf, respectively, suitable bearing native soils should be unfrozen, non-organic and have a dynamic cone penetrometer value commensurate with a SPT value of at least 8 and 6 blows per foot, respectively. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 11 It should be noted that Borings B-07 had soft and loose soils to depths of 11± feet below existing site grades (elevations 89± relative to the temporary benchmark of 100 feet). In this area, a soil correction may not be economical for the depths of unsuitable soils observed in the borings. As an alternative to supporting the footings at deeper elevations or on a new observed and tested compacted engineered fill, the footings may also be designed to bear upon a stabilized subgrade at shallower elevations as detailed below. PSI recommends that the unsuitable soils that do not exhibit the recommended penetrometer values of 6 or 8 blows per foot, respectively, at foundation bearing elevations be subcut and stabilized. The soils should be subcut to a depth of 18 inches below planned bottom of footing elevation and extended 10 lineal feet beyond the observed soft soils in continuous footings and six inches beyond each face of the footing. The soil subcuts should extend a minimum of two feet beyond each face of isolated footings. A 12 inch thick layer of four to eight inch clear stone should be placed and statically rolled in place. Vibratory compaction of this material is not recommended. This static compaction should be observed by a geotechnical engineer or engineering technician to document the observed deflection under the compaction equipment. A second 12 inch thick layer should then be placed and statically rolled in place. If the stabilized subgrade does not deflect under the compaction equipment, the footing may then be placed on top of the clear stone strata. Exterior footings should be located at a depth of at least 42 inches below the final exterior grade to provide adequate frost protection. Isolated footings, such as those for canopies and planned site signage, should be located at a depth of at least 60 inches below the final exterior grade. 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 native soils or newly placed engineered fill at shallower depths below the floor slab, compatible with architectural and structural considerations. After opening, footing excavations should be observed, the support soils tested and concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. The silty soils at estimated foundation elevations are moisture-susceptible and will have reduced shear strengths if allowed to become saturated. 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. 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 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). Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 12 Floor Slab Recommendations The building floor slab could be supported by the existing non-organic fill materials that pass proofrolling operations, or upon newly placed engineered fill, provided the subgrade is prepared as outlined in the Site Preparation Section of this report. PSI recommends that a subgrade modulus (k) of 100 pounds per cubic inch (pci) be used for design considerations based on a 12 inch square plate load test. However, depending on how the slab loads are applied, the value will have to be geometrically modified. The value should be adjusted for larger areas using the following expression for cohesive and cohesionless soil: Modulus of Subgrade Reaction, ks = (B k ) for cohesive soil and ks = k (B B 2 1)2 for cohesionless soil where: ks= coefficient of vertical subgrade reaction for loaded area, k= coefficient of vertical subgrade reaction for 144 square inches area B= width of area loaded, in feet PSI recommends that a minimum four-inch thick free draining granular mat be placed beneath the floor slab to enhance drainage. The granular fill should have less than 50% of the material passing the #40 sieve by weight and less than 5% passing the #200 sieve. Polyethylene sheeting should be placed to act as a vapor retarder where the floor will be in contact with moisture sensitive equipment or products such as tile, wood, carpet, etc., as directed by the design engineer. The decision to locate the vapor retarder in direct contact with the slab or beneath the layer of granular fill should be made by the design engineer after considering the moisture sensitivity of subsequent floor finishes, anticipated project conditions and the potential effects of slab curling and cracking. The floor slabs should have an adequate number of joints to reduce cracking resulting from differential movement and shrinkage. Seismic Site Class The site is in a municipality that employs the 2006 International Building Code with the 2007 Minnesota amendments. The 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). Based on the estimated density of the soils observed within the boring locations, Site Class “D” is recommended. The USGS-NEHRP probabilistic ground motion values near latitude 44.86398N and longitude 93.58060W are as follows: PERIOD (SECONDS) 2% PROBABILITY OF EVENT IN 50 YEARS (% G) SITE COEFFICIENT FA SITE COEFFICIENT FV PGA 6.7 NA NA 0.2 (Ss) 6.3 1.6 NA 1.0 (S1) 2.7 NA 2.4 Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 13 The Site Coefficients, Fa and Fv were interpolated from IBC 2006 Tables 1613.5.3(1) and 1613.5.3(2) as a function of the site classification and the mapped spectral Response acceleration at the short (Ss) and 1 second (S1) periods. Pavement Recommendations Based on the proposed scope of services, no borings were completed within the proposed pavement areas. The following analysis is based off the soils encountered at the borings for the building. It should be noted that the soils encountered in the pavement areas at the time of construction may be different than those used in this analysis. If different soils are encountered, PSI should be contacted in writing to review our recommendations, and provide supplemental recommendations if necessary. Based on the borings completed within the proposed building (Borings B-02 to B-07), PSI anticipates the pavement subgrade soils will consist of either existing sandy silt undocumented fill or sandy clay undocumented fill after stripping the surficial topsoil and organic matter. After removal of the surficial soils, the exposed subgrade soils should be proofrolled and prepared as recommended in the Site Preparation section of this report. Any observed soft or loose locations should be selectively subcut or stabilized in place using aggregate base or clear stone. If the exposed fill soils contain organic or deleterious materials, they should be selectively subcut and removed in their entirety. A detailed traffic analysis was performed by LASCO Development, with the results provided to PSI as part of this exploration. Based upon the proposed construction, the pavement sections shown below are based on a 20 year design life and the daily Equivalent Single Axle Loads (ESALs) provided by LASCO Development. The provided traffic study recommended design values of 45,000 lifetime ESALs in light duty areas and 100,000 lifetime ESALS in heavy duty areas. The existing non-organic undocumented fill materials that pass proofrolling operations are considered relatively fair to poor materials, having a minimum CBR value of 3. Engineered fill material used to raise existing grades within parking and drive areas should meet or exceed this CBR value. The following design factors were used in developing the recommended asphalt pavement sections:  Design Life: - 20 years  Terminal Serviceability: - 2.0  Reliability: - 85%  Initial Serviceability: - 4.2  Standard Deviation: - 0.45 If during the final design phase these values are determined to be incorrect, PSI must be contacted to provide revised pavement recommendations. Based upon the soil borings, laboratory data and provided the subgrade soils are prepared as outlined in this report, the following flexible pavement section thicknesses are recommended for parking lot and drive areas. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 14 Light Duty Asphalt Pavement Section Granular Base Course Thickness 10 inches HMA Base Course Thickness 2 inches HMA Wear Course Thickness 1 ½ inches* *Based on using a standard pick-up truck for snow removal; if a front end loader is used for snow removal, this value should be increased to 2 inches Heavy Duty Asphalt Pavement Section Granular Base Course Thickness 10 inches HMA Base Course Thickness 2¼ inches HMA Wear Course Thickness 2 inches The granular base course should consist of well-graded crushed stone meeting the requirements from Section 2112 of the State of Minnesota Standard Specifications for Construction. The granular base course material should be placed and compacted to a minimum of 100 percent of the maximum standard Proctor dry density (ASTM D698) and within 2 percent of the optimum moisture content. Also, a representative of a qualified geotechnical engineer must test the base course material prior to, and during, placement. Asphaltic binder and surface courses should meet the requirements from Section 2360 of the State of Minnesota Standard Specifications for Construction. Asphaltic courses should be placed and compacted to the minimum required density contained within Section 2360 of the Standard Specifications. An adequate number of in-place density tests should be performed during construction to document the placement compaction. The pavements should be sloped to provide positive surface drainage. Water should not be allowed to pond on or adjacent to the pavement as this could saturate the subgrade and cause premature pavement deterioration. The granular base course should be protected from water inflow along drainage paths. Additionally, the granular base course should extend beyond the edges of the pavement in low areas to allow any water that enters the base course stone a path for exit. The parking and drive areas are recommended to be constructed with attention to final grades to facilitate drainage. Otherwise, a storm sewer system may be appropriate to carry away storm run-off water. Construction of the subgrade and pavements should be in accordance with the project specifications. A flexible pavement system is not recommended in dumpster pad areas and areas where heavy trucks will turn frequently or will be parked. Within these areas, consideration should be given for use of a rigid pavement. Based upon the anticipated traffic volumes, PSI recommends a concrete pavement section consisting of 6 inches of crushed aggregate base course and 6 inches of Portland cement concrete. The concrete must be properly reinforced and must have appropriately spaced control joints. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 15 Infiltration Characteristics of Subsurface Soils and Pond Recommendations Generally, the subsurface soil conditions below the upper layer of topsoil and fill consisted of sandy silt (Silty loam) to the depths of 15± feet in Boring B-01 at the proposed stormwater management feature. Field infiltration testing was not requested at the time of field exploration. However, for preliminary design purposes the following table provides estimates of design infiltration rates for different soil textures and is based on the infiltration rates published by the Natural Resources Conservation Service (NRCS). SOIL TEXTURE NRCS INFILTRATION RATES (IN/HOUR) Coarse sand or coarser (COS) >20 Loamy coarse sand (LCOS) >20 Sand (S) >20 Loamy sand (LS) 6.3-20.0 Sandy loam (SL) 2.0-6.3 Loam (L) 0.63-2.0 Silt loam (SIL) 0.63-2.0 Sandy clay loam (SCL) 0.63-2.0 Clay loam (CL) 0.63-2.0 Silty Clay loam (SICL) 0.63-2.0 Sandy clay (SC) 0.63-2.0 Silty clay (SIC) 0.06-0.20 Clay (C) 0.06-0.20 In general, the results of borings completed within the area of the proposed stormwater management feature (Boring B-01) and a review of the NRCS soil maps of the site indicate that the predominate soil types that will be located at the bottom of the proposed stormwater management feature will be either loam or silty loam soils. These soils have a relatively moderate to low permeability and would not be suitable to infiltrate water. The high water contents of the recovered samples indicate static groundwater is approximately 6± feet below existing site grades. Based on this, a surface detention pond is recommended for stormwater management. In order for the pond to hold water, PSI recommends that a clay liner be installed in the bottom and sides of the pond. The liner should be a minimum of 24 inches thick. PSI has not been provided with planned surface water elevations or planned bottom of pond elevations. The following recommendations are based on the bottom of the pond being 5± feet below existing site elevations (95± feet based on the temporary benchmark). This will require cuts on the order of 7± feet to account for the thickness of the installed clay liner. Based on the shallow groundwater observed at 10± feet below existing grades and the estimated static groundwater level of 6± feet below existing grades at Boring B-01, the construction of a compacted clay liner will present some constructability issues. In this case, the excavation for the pond will likely require extensive dewatering to construct the liner. Typically, in order to maintain a stable excavation, the water table will need to be lowered to an elevation at least 2 feet lower than the lowest anticipated excavation elevation. After the liner is installed, the pond should be filled while the dewatering is still underway. This will prohibit the liner from lifting under hydrostatic pressures. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 16 PSI recommends that fill placed for liners, if needed, have a minimum liquid limit of 25 and plasticity index above 12. The on-site materials would not be suitable for this purpose and will likely have to be imported. The fill should be placed in loose lifts not to exceed 8 inches in thickness and compacted to a minimum of 95% of the material’s maximum laboratory dry density as determined in accordance with the Standard Proctor (ASTM D698). The materials should be placed and compacted at moisture contents varying from 0 to 3% above the material’s optimum moisture content as determined in accordance with the above ASTM procedure. The performance of the pond can be affected by factors such as the introduction of sediment and organic materials to the pond bottom over time. Therefore, a pond maintenance program should be developed in order to remove sediment and organic materials. Concerning embankment slopes, it is PSI’s opinion that properly constructed slopes as steep as 2 horizontal to 1 vertical would generally be stable, but would be susceptible to erosion and difficult to maintain or construct with rubber tired mowing or grading equipment. Therefore, embankment slopes of 3 horizontal to 1 vertical or flatter are recommended. If final construction plans will include below grade stormwater detention or alternate stormwater management features, PSI should be contacted to review the new plan and provide a supplemental report regarding the design and construction of the new structures. Depending upon the proposed design and/or location of the new structures, additional borings and/or test pits may be needed at that time in order to provide supplemental recommendations. CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities involved in the foundation, earthwork, and related activities of this project. PSI will not accept responsibility for conditions that deviated from those described in this report, nor for the performance of the foundation or pavement if we are not engaged to also provide construction observation and testing for this project. Moisture Sensitive Soils/Weather Related Concerns Increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus significantly retard the progress of grading and compaction activities. It will, therefore, be advantageous to perform earthwork and foundation construction activities during dry weather. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 17 Water should not be allowed to collect in the foundation excavation, on floor slab areas, or on prepared subgrades during or after construction. Areas should be sloped to facilitate removal of collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of buildings, beneath floor slabs, and within pavement areas. The grades should be sloped away from buildings and surface drainage should be collected and discharged such that water is not permitted to infiltrate the backfill and floor slab areas of the building. Drainage and Groundwater Concerns Perched groundwater was observed at a depth of 7± to 10± feet below existing site grades during drilling operations, which is within two feet of the anticipated zone of construction. Typically, in order to maintain a stable excavation, the water table will need to be lowered to an elevation at least 2 feet lower than the lowest anticipated excavation elevation. If groundwater is within two feet at the time of construction, the foundations will present some constructability issues. In this case, the excavation for the foundations will likely require extensive dewatering. After the foundations are constructed, the anticipated building dead loads should be applied while the dewatering of the area is still underway. This will inhibit the foundations from lifting under hydrostatic pressures. If other minor groundwater seepage is encountered, a typical sump and pump technique should be sufficient for groundwater control. Should excessive and uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted for recommendations. PSI recommends that the contractor determine the actual groundwater levels at the site at the time of the construction activities. Excavations It is mandated that excavations, whether they be for utility trenches, basement excavations or footing excavations, be constructed in accordance with current Occupational Safety and Health Administration (OSHA) guidelines to protect workers and others during construction. PSI recommends that these regulations be strictly enforced; otherwise, workers could be in danger and the owner(s) and the contractor(s) could be liable for substantial penalties. 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 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. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 18 Utilities Trenching 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 and pavements. 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 and within 2 percent of the optimum moisture content achieved by the standard Proctor test (ASTM D698). The backfill soil should be moisture conditioned to be within 2± 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 90 percent compaction criteria with respect to the standard Proctor. 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. 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. GEOTECHNICAL RISK The concept of risk is an important aspect of the geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. The analytical tools which geotechnical engineers use are generally empirical and must be used in conjunction with engineering judgment and experience. Therefore, the solutions and recommendations presented in the geotechnical evaluation should not be considered risk-free and, more importantly, are not a guarantee that the interaction between the soils and the proposed structure will perform as planned. The engineering recommendations presented in the preceding section constitutes PSI’s professional estimate of those measures that are necessary for the proposed structure to perform according to the proposed design based on the information generated and referenced during this evaluation, and PSI’s experience in working with these conditions. Proposed Children’s Learning Adventure, Chanhassen, MN PSI Project No. 0675598 19 REPORT LIMITATIONS The recommendations submitted are based on the available subsurface information obtained by PSI and design details furnished by LASCO Development. If there are 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 provided recommendations are required. If PSI is not retained to perform these functions, PSI will not be responsible for the impact of those conditions on the project. The geotechnical engineer 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. No other warranties are implied or expressed. After the plans and specifications are more complete, the geotechnical engineer 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 by LASCO Development, for the specific application to the proposed Children’s Learning Adventure childcare center to be located on the northwest quadrant of Galpin Boulevard and Arboretum Boulevard in Chanhassen, Minnesota. APPENDIX SITE VICINITY PLAN BORING LOCATION PLAN BORING LOGS WINPASS PAVEMENT DESIGN NRCS SOILS MAP USGS SEISMIC ANALYSIS GENERAL NOTES Project Name:Children's Learning Adventure Project Location: NW Quad Galpin Blvd and Arboretum Blvd Site Chanhassen, Minnesota Vicinity Map 2915 Waters Road, Suite 112 PSI Project # : 0675598 Eagan, Minnesota 55121 B-9 B-8 B-7 B-6 B-5 B-4 B-3 B-2 B-1 B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 N Project Name:Children's Learning Adventure Project Location: NW Quad Galpin Blvd and Arboretum Blvd Chanhassen, Minnesota Boring Location 2915 Waters Road, Suite 112 PSI Project # : 0675598 Plan Eagan, Minnesota 55121 N B-9 B-8 B-7 B-6 B-5 B-4 B-3 B-2 B-1 B-1 B-2 B-3 B-4 B-5 B-6 B-7 B-8 B-9 B-1 TBM B-2 B-7B-6 B-5 B-4B-3 Project Name:Children's Learning Adventure Project Location: NW Quad Galpin Blvd and Arboretum Blvd Chanhassen, Minnesota Boring Location 2915 Waters Road, Suite 112 PSI Project # : 0675598 Plan Eagan, Minnesota 55121 N B-9 B-8 B-7 B-6 B-5 B-4 B-3 B-2 B-1 B-1 B-2 B-3 B-4 B-5 B-6 B-8 B-9 B-1 TBM B-2 B-7B-6 B-5 B-4B-3 B-7B-6 B-5 B-4B-3 B-2B-1TBM 15 10 18 18 18 18 18 3-3-3 N=6 5-6-7N=13 3-4-9N=13 4-7-9 N=16 4-7-10 N=17 2-3-5N=8 4-5-5 N=10 TOPSOIL (5" Thick) Sandy SILT, Light Brown, Moist, Medium Sandy SILT, Trace Gravel, Brown, Moist,Medium Sandy Lean CLAY, Dark Gray, Moist, Very Stiff to Stiff End of Boring at 21 feet Cave in at 21 feet T-SOIL ML ML CL 16 16 16 16 16 16 18 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 6 feet While Drilling Upon Completion Estimated Static Level 95 90 85 80 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd Not Observed 10 feet Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:100 ft REVIEWED BY:JR West Side of Site EFFICIENCY N/A Proposed Stormwater Feature HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-1 17 15 6 18 18 18 18 2-2-3 N=5 6-6-6N=12 1-1-1N=2 1-2-3 N=5 2-3-3 N=6 2-5-5N=10 3-4-6 N=10 TOPSOIL (10" Thick) Fill, Sandy SILT, Trace Organics and Rootlets, Dark Brown to Black, Moist Sandy SILT, Trace Gravel, Light Gray toBrown, Very Moist, Very Loose to Loose Sandy Lean CLAY, Dark Gray, Moist, Stiff End of Boring at 21 feet Cave in at 19 feet T-SOIL FILL ML CL 19 28 27 20 21 18 18 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 2 feet While Drilling Upon Completion Estimated Static Level 95 90 85 80 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd 16 feet Not Observed Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:96 ft REVIEWED BY:JR Northwest Corner EFFICIENCY N/A Proposed Building HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-2 16 15 13 18 18 18 18 5-5-4 N=9 9-8-7N=15 3-3-4N=7 5-5-6 N=11 5-6-5 N=11 2-2-5N=7 3-4-5 N=9 TOPSOIL (9" Thick) FILL, Silty Sand, Trace Roots and Organics,Dark Brown to Black, Moist Silty Lean CLAY with Sand, Brown, Moist,Stiff Sandy SILT, Light Brown to Gray, Moist toWet, Loose to Medium Sandy Lean CLAY, Trace Gravel, Gray,Wet, Stiff to Very Stiff End of Boring at 21 feet Cave in at 14 feet T-SOIL FILL CL-ML ML CL 16 20 26 27 28 18 17 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 5 feet While Drilling Upon Completion Estimated Static Level 95 90 85 80 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd 10 feet 7 feet Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:99 ft REVIEWED BY:JR Southwest Corner EFFICIENCY N/A Proposed Building HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-3 17 18 18 18 18 18 18 4-4-5 N=9 4-4-4N=8 5-5-5N=10 5-3-4 N=7 3-3-5 N=8 2-3-5N=8 4-6-7 N=13 TOPSOIL (6" Thick) FILL, Sandy Silt, Trace Clay, Gravel andRootlets, Brown, Moist Silty SAND, Dark Brown, Moist, Loose SAND with Silt, Trace Gravel, Light Brown,Moist, Medium SILT with Sand, Light Gray, Very Moist toWet, Loose Sandy Lean CLAY, Dark Gray, Wet, VeryStiff End of Boring at 21 feet Cave in at 18 feet T-SOIL FILL SM SP-SM ML CL 16 16 8 28 24 35 18 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 7 feet While Drilling Upon Completion Estimated Static Level 100 95 90 85 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd 17 feet 10 feet Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:102 ft REVIEWED BY:JR Southeast Corner EFFICIENCY N/A Proposed Building HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-4 15 18 13 17 18 18 18 4-4-6 N=10 5-5-4N=9 5-7-28N=35 3-6-7 N=13 3-5-8 N=13 8-9-14N=23 4-6-6 N=12 TOPSOIL (8" Thick) FILL, Sandy Silt, Trace Organics andGravel, Mottled Brown and Black, Moist Sandy SILT, Trace Gravel, Mottled Gray andBrown, Moist, Loose to Dense (Possible Cobble at 6') Sandy SILT, Light Brown, Moist to VeryMoist, Medium Sandy Lean CLAY, Dark Gray, Moist, VeryStiff End of Boring at 21 feet Cave in at 18 feet T-SOIL FILL ML ML CL 32 17 5 23 11 11 16 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 7 feet While Drilling Upon Completion Estimated Static Level 100 95 90 85 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd Not Observed Not Observed Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:102 ft REVIEWED BY:JR Northeast Corner EFFICIENCY N/A Proposed Building HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-5 14 15 18 18 15 18 18 3-4-3 N=7 6-6-6N=12 2-2-3N=5 2-4-6 N=10 3-3-5 N=8 2-3-4N=7 4-5-6 N=11 TOPSOIL (12" Thick) FILL, Sandy Clay, Trace Rootlets, DarkBrown, Moist Silty Lean CLAY, Mottled Gray and LightBrown, Moist, Stiff SILT with Sand, Gray, Moist, Medium SAND with Silt, Dark Brown, Wet, Loose Lean CLAY, Trace Silt and Gravel, DarkGray, Moist, Very Stiff End of Boring at 21 feet Cave in at 18 feet T-SOIL FILL CL-ML ML SP-SM CL 20 18 20 20 18 17 17 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 4 feet While Drilling Upon Completion Estimated Static Level 95 90 85 80 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd 17 feet 10 feet Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:99 ft REVIEWED BY:JR West- Center EFFICIENCY N/A Proposed Building HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-6 15 17 10 18 18 18 18 5-3-4 N=7 5-5-6N=11 3-3-4N=7 2-1-2 N=3 3-3-3 N=4 3-5-5N=10 5-5-7 N=12 TOPSOIL (10" Thick) FILL, Sandy SILT, Trace Gravel and Organics, Brown to Black, Moist LOI = 4.2% Organics Silty Lean CLAY, Trace Sand, Mottled LightGray and Light Brown, Very Moist, Soft to Stiff Sandy Lean CLAY, Dark Gray, Moist, Stiff End of Boring at 21 feet Cave in at 17 feet T-SOIL FILL CL-ML CL 19 20 21 28 21 18 17 PROJECT NO.:0675598 PROJECT:Proposed Children's Learning Academy De p t h , ( f e e t ) STRENGTH, tsf Additional Remarks US C S C l a s s i f i c a t i o n 0 Qp Sa m p l e T y p e 2.0 0 Mo i s t u r e , % MoistureMATERIAL DESCRIPTION STANDARD PENETRATION TEST DATA N in blows/ft Qu Sa m p l e N o . Gr a p h i c L o g 50 PL El e v a t i o n ( f e e t ) LL 4.0 25 Re c o v e r y ( i n c h e s ) 7 feet While Drilling Upon Completion Estimated Static Level 95 90 85 80 LATITUDE:44.86398° LONGITUDE:-93.5806° LOCATION:Arboretum Blvd and Galpin Blvd Not Observed Not Observed Wa t e r REMARKS:Temporary Benchmark: Bonnet Bolt of Fire Hydrant, Northwest Corner of West 78th Street and Vasserman Trail DRILLER:JB Professional Service Industries, Inc. 2915 Waters Road, Suite 112 Eagan, MN 55121Telephone: (651) 646-8148 Chanhassen, Minnesota SP T B l o w s p e r 6 - i n c h ( S S ) SAMPLING METHOD: SS DATE STARTED:1/29/15 BENCHMARK:See Remarks The stratification lines represent approximate boundaries. The transition may be gradual.Sheet 1 of 1 DRILL COMPANY:PSI, Inc. STATION:N/A OFFSET:N/A LOGGED BY:JR COMPLETION DEPTH 21.0 ft DRILL RIG:Dietrich D-120 DRILLING METHOD:Hollow Stem Auger ELEVATION:100 ft REVIEWED BY:JR East Center EFFICIENCY N/A Proposed Building HAMMER TYPE:Automatic BORING LOCATION: 0 5 10 15 20 DATE COMPLETED:1/29/15 BORING B-7 Soil Map—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 1 of 3 49 6 7 7 6 0 49 6 7 8 5 0 49 6 7 9 4 0 49 6 8 0 3 0 49 6 8 1 2 0 49 6 8 2 1 0 49 6 8 3 0 0 49 6 7 7 6 0 49 6 7 8 5 0 49 6 7 9 4 0 49 6 8 0 3 0 49 6 8 1 2 0 49 6 8 2 1 0 49 6 8 3 0 0 453740 453830 453920 454010 454100 454190 454280 454370 454460 454550 453740 453830 453920 454010 454100 454190 454280 454370 454460 454550 44° 52' 0'' N 93 ° 3 5 ' 9 ' ' W 44° 52' 0'' N 93 ° 3 4 ' 2 8 ' ' W 44° 51' 41'' N 93 ° 3 5 ' 9 ' ' W 44° 51' 41'' N 93 ° 3 4 ' 2 8 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 15N WGS84 0 150 300 600 900 Feet 0 50 100 200 300 Meters Map Scale: 1:4,080 if printed on A landscape (11" x 8.5") sheet. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:12,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Carver County, Minnesota Survey Area Data: Version 11, Sep 16, 2014 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 16, 2012—Apr 6, 2012 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 2 of 3 Map Unit Legend Carver County, Minnesota (MN019) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CW Cordova-Webster complex 2.0 2.4% GL Glencoe clay loam 0.4 0.5% HM Hamel loam 13.5 15.8% KB Kilkenny-Lester loams, 2 to 6 percent slopes 7.3 8.5% KB2 Lester-Kilkenny loams, 2 to 6 percent slopes, eroded 10.8 12.7% KC2 Lester-Kilkenny loams, 6 to 12 percent slopes, eroded 22.1 25.9% KD2 Lester-Kilkenny loams, 12 to 18 percent slopes, eroded 10.1 11.8% LD2 Lester loam, 10 to 16 percent slopes, moderately eroded 0.7 0.9% MK Houghton and Muskego soils 10.0 11.7% ND3 Lester-Kilkenny clay loams, 12 to 18 percent slopes, severely eroded 4.3 5.0% NE3 Lester-Kilkenny clay loams, 18 to 25 percent slopes, severely eroded 1.2 1.4% PM Klossner muck, 0 to 1 percent slopes 1.1 1.3% TB Terril loam, 0 to 6 percent slopes 2.0 2.3% Totals for Area of Interest 85.4 100.0% Soil Map—Carver County, Minnesota Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 2/5/2015 Page 3 of 3 Design Maps Summary Report file:///P|/675 Projects/GEO/2015/0675598 Children's Learning Adventure Chanhassen GEO/Design Maps Summary Report.html[2/10/2015 8:44:27 AM] Report Title Building Code Reference Document Site Coordinates Site Soil Classification Occupancy Category Design Maps Summary Report PrintView Detailed ReportUser–Specified Input Children's Learning Adventure - Chanhassen, MN Thu February 5, 2015 21:38:48 UTC 2006/2009 International Building Code (which utilizes USGS hazard data available in 2002) 44.86398°N, 93.5806°W Site Class D – “Stiff Soil” I/II/III USGS–Provided Output SS =0.063 g SMS =0.101 g SDS =0.067 g S1 =0.027 g SM1 =0.065 g SD1 =0.044 g Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge.