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Civil PlansDATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020C0-1COVERWARNING: THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND/OR RELOCATION OF LINES. THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATIONS OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES OR OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. EXTREME CAUTION MUST BE EXCERCISED BEFORE AN EXCAVATION TAKES PLACE ON OR NEAR THIS SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND/OR RELOCATION OF LINES. 7851 Park Drive PROJECT SITE PARK DRIVEPARK COURT WETWET WETWET WET WET WET WET WET WET WET WET WET WETWET WET WET WET WET WET WET WET 9 X X X X X X X X X X X X XXXX XINSTALL TREE PROTECTION AROUND EXISTING TREE TO REMAIN SAVE EXISTING TREE IF POSSIBLE CHANGE CASTING TO FLAT SOLID MANHOLE COVER PROTECT EXISTING WATER VALVE TO REMAIN SAWCUT AT EDGES OF REMOVALS REMOVE 2' OF BITUMINOUS AT PROPOSED DRIVEWAY SAWCUT AT EDGES REMOVE AND SALVAGE EXISTING FENCE AND GATE REMOVE AND DISPOSE TRASH ENCLOSURE AND CONCRETE PAD PROTECT EXISTING BUILDING TO REMAIN REMOVE AND DISPOSE EXISTING CURB AND GUTTER DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATION OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES AND OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER. EXTREME CAUTION MUST BE EXCERCISED BEFORE AN EXCAVATION TAKES PLACE ON OR NEAR THIS SITE. THE CONTRACTOR SHALL BE RESPONSIBLE FOR CALLING FOR LOCATIONS OF ALL EXISTING UTILITIES. THEY SHALL COOPERATE WITH ALL UTILITY COMPANIES IN MAINTAINING THEIR SERVICE AND/OR RELOCATION OF LINES. NOTES: 1.SEE THE NOTES SHEET (C4-1) FOR FULL REMOVALS NOTES, WHICH ARE INTEGRAL TO THIS PLAN SHEET. 2.PROTECT EXISTING CURB AND GUTTER ALONG STREETS AND OTHERWISE, EXCEPT AS NOTED. 3.SAWCUT ALL EDGES (ALONG REMOVAL AREAS) OF PAVEMENT & CURB/GUTTER. 4.PROTECT EXISTING STREETS AND ALLEY. 5.PROTECT ADJACENT PROPERTIES 6.CONTRACTOR RESPONSIBLE FOR CLEANING DEBRIS TRACKED OFF SITE. X X PLACE SILT FENCE AROUND PERIMETER OF DISTURBED AREA ROW BOUNDARY PROPERTY LINE CONSTRUCTION LIMITS REMOVE AND DISPOSE ALL SURFACE FEATURES INCLUDING, BUT NOT NECESSARILY LIMITED TO, BRUSH, DEBRIS, CURB AND GUTTER, PAVEMENT, SIGNS, BUILDINGS, LANDSCAPING, ETC. EXCEPT WHERE NOTED. STOCK PILE TOPSOIL ON SITE. Feet 1" = 20' 4020010 TREE REMOVALS (See landscaping for replacements) Total Conifers: 7 Total Overstory Deciduous: 3 C1-1REMOVALSPLAN PARK DRIVEPARK COURT WETWET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET12 9 920.0 925.0 930.0 917.0 918. 0 919.0 921.0 922.0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920.0920. 0 920. 0 920.0 920.0925.0925.0925. 0 925.0 925.0930.0930. 0 930.0 930.0930.0917. 0 917. 0 917.0 917.0918. 0 918. 0 918.0 918.0919. 0 919. 0 919.0 919.0921.0921. 0 921. 0 921.0 921.0922.0 922. 0 922. 0 922.0 922.0923.0923.0923. 0 923.0 923.0924.0924.0924. 0 924.0 924.0926.0926.0926. 0 926.0 926.0927.0927.0927. 0 927.0 927.0928.0928. 0 928. 0 928.0928.0929.0929. 0 929. 0 929.0929.0931.0931. 0 931.0931.0931.0931.0 935.0 934.0 936.0 936. 0 936.0 937.0 935. 0 935.0935.0935.0 935. 0 934.0 934.0 934.0934.0 934. 0 934.0936.0 936.0 936.0936.0936.0936.0 936. 0 93 7 . 0 937.0 937. 0 937.0937.0937.0 937.0 935 9349339369379409399389.0' TYP.18.0' TYP. TRASH 20.0' 100.0' 30.0' TBC = 935.5 GL = 935.0 MATCH EX. R20.0' R32.0' R50.0' R20.0' TBC = 935.2 GL = 934.7 TBC = 932.84 GL = 932.34 MATCH EX. TBC = 934.5 GL = 934.0 GL = 934.0 2%1%3% 3%GL = 9 3 3. 9 TBC = 934.97 GL = 934.47 TOC = 936.52 MATCH EX.TOC = 935.11 MATCH EX. TOP = 932.40 MATCH EX. TOP = 935.06 MATCH EX. DT DT DT DT GND = 9 3 3. 7 GND = 9 3 3. 7 GND = 9 3 3. 7 933 932 932 931 930 929 928 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020C2-1SITE AND GRADINGPLANROW EASEMENT PROPERTY LINE 1 PROPOSED TRASH CONTAINER AREA 2 PROPOSED GRAVEL STORAGE AREA 3 WETLAND BUFFER ZONE LIMIT - WATERSHED REQUIRES AVERAGE OF 80' FOR HIGHEST QUALITY WETLAND PER WATERSHED REQMNT. 2 3 3 4 WETLAND DELINEATION LIMIT 4 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT 5 PROPOSED STORM WATER SWALE @ 1% 5 6 6 12" RIP-RAP APRON 7 7 PROPOSED FENCE LOCATION PER MANUFACTURER SPECIFICATIONS EXISTING GRAVEL SURFACE PROPOSED GRAVEL SURFACE PROPOSED DITCH 8 8' FENCE ALONG PARK DRIVE SETBACK 8 9 2' RIBBON CURB 9 10 PROPOSED ONE WAY ENTRY DRIVEWAY (PER CITY STANDARDS) 11 2' NOSE DOWN CURB 12 1' CONCRETE RIBBON CURB 10 11 12 13 PROPOSED SECURITY GATE 13 13 1 Feet 1:239.9999 4020010 Site Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 21 STALLS REQUIRED STALLS: 21 STALLS (ASSUMING Storage, wholesale, or warehouse establishments and 1000 SF office space) and Employee count provided by owner. EXISTING OUTDOOR STORAGE SPACE: 28400 SF PROPOSED OUTDOOR STORAGE SPACE: 38800 SF CITY WETLAND BUFFER: 50' FOR HIGHEST QUALITY WETLAND 11 11 11 14 WETLAND BUFFER MONUMENT PER CITY STANDARDS 14 14 15 PATCH BITUMINOUS PER CITY STANDARDS 15 16 10' - 12" HDPE @ 2% INV = 931 16 NOTES: 1.SEE THE NOTES SHEET (C4-1) FOR FULL SITE PLAN NOTES, WHICH ARE INTEGRAL TO THIS PLAN SHEET. 2.CONTRACTOR TO MAINTAIN ACCESS TO THE FIRE DEPARTMENT CONNECTION FOR FIRE DEPARTMENT PERSONNEL AT ALL TIMES DURING THE CONSTRUCTION PERIOD. 3.SEE THE REMOVALS PLAN FOR PROTECTION OF EXISTING FEATURES, INFRASTRUCTURE AND UTILITIES TO REMAIN. 4.THE REMOVAL, PRUNING, AND/OR PLANTING OF TREES IN THE PUBLIC BOULEVARD REQUIRES AN APPROVED PERMIT FROM THE CITY FORESTER. ANY WORK MUST BE COMPLETED BY A LICENSED TREE CONTRACTOR. 5.INSPECTION CONTACT: THE DEVELOPER SHALL CONTACT THE RIGHT OF WAY INSPECTOR ONE WEEK PRIOR TO BEGINNING WORK TO DISCUSS TRAFFIC CONTROL, PEDESTRIAN SAFETY AND COORDINATION OF ALL WORK IN THE PUBLIC RIGHT OF WAY. NOTE: IF A ONE WEEK NOTICE IS NOT PROVIDED TO THE CITY, ANY RESULTING DELAYS SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 6.AS PART OF THE ROW PERMITTING PROCESS, TWO WEEKS BEFORE ANY WORK BEGINS THAT IMPACTS THE ROW IN ANY WAY THE DEVELOPER SHALL PROVIDE TO THE ROW INSPECTOR THE NAME AND CONTACT INFORMATION OF THE CONSTRUCTION PROJECT MANAGER OR CONSTRUCTION PROJECT SUPERINTENDENT. IF THIS INFORMATION IS NOT PROVIDED THERE MAY BE A DELAY IN OBTAINING PERMITS FOR THE WORK IN THE ROW. SAID DELAYS WILL BE THE SOLE RESPONSIBILITY OF THE DEVELOPER 7.A FOUR-SIDED TRENCH BOX IS REQUIRED ON ALL EXCAVATIONS DEEPER THAN 5 FEET WHERE UNDERGROUND WORK OR INSPECTION IS TO BE PERFORMED BY SPRWS. FOR ALL WET TAPS TO BE PERFORMED BY SPRWS, A MINIMUM TRENCH BOX SIZE OF 8 FEET HIGH X 8 FEET WIDE X 10 FEET LONG IS REQUIRED. LADDERS ARE REQUIRED AND MUST EXTEND 3 FEET ABOVE THE SURFACE OF THE TRENCH. SIDEWALKS, PAVEMENTS, DUCTS AND APPURTENANT STRUCTURES SHALL NOT BE UNDERMINED UNLESS A SUPPORT SYSTEM OR ANOTHER METHOD OF PROTECTION IS PROVIDED. TRENCHES IN EXCESS OF 20 FEET IN DEPTH MUST BE SIGNED OFF BY A REGISTERED PROFESSIONAL ENGINEER. EXCAVATED MATERIAL MUST BE KEPT A MINIMUM OF 2 FEET FROM THE EDGE OF THE TRENCH. 8.CONSTRUCTION IN THE RIGHT OF WAY: ALL WORK ON CURBS, DRIVEWAYS, AND SIDEWALKS WITHIN THE PUBLIC RIGHT OF WAY MUST BE DONE TO CITY STANDARDS AND SPECIFICATIONS BY A CONTRACTOR LICENSED TO WORK IN THE CITY RIGHT-OF-WAY UNDER A PERMIT FROM PUBLIC WORKS SIDEWALK SECTION. SIDEWALK GRADES MUST BE CARRIED ACROSS DRIVEWAYS. 9.RIGHT OF WAY RESTORATION: RESTORATION OF ASPHALT AND CONCRETE PAVEMENTS ARE PERFORMED BY THE PUBLIC WORKS STREET MAINTENANCE DIVISION. THE CONTRACTOR IS RESPONSIBLE FOR PAYMENT TO THE CITY FOR THE COST OF THE RESTORATIONS. THE CONTRACTOR SHALL CONTACT PUBLIC WORKS STREET MAINTENANCE TO SET UP A WORK ORDER PRIOR TO BEGINNING ANY REMOVALS IN THE STREET. PROCEDURES AND UNIT COSTS ARE FOUND IN STREET MAINTENANCE'S "GENERAL REQUIREMENTS -ALL RESTORATION" AND ARE AVAILABLE AT THE PERMIT OFFICE. 17 12" HDPE PERFORATED RISER RIM = 932.95 INV (E,S) = 931.0 INV (E,W) - (4" ORIFICE) = 932.25 18 100' - 6" PERFORATED DRAINTILE @ .5% INV = 931.5 17 18 WET WET WET WET WET WET WET WET WET WET WET WET 12 920.0 925.0 930.0 921. 0 922. 0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920. 0925.0930.0917.0 918. 0 919. 0 921. 0922.0923.0924.0926.0927.0928.0929.0931.0935.0 934.0 936.0 936.0 936.0 937.0 935.0935.0934.0 934.0936.0 936.0 936.0936.0937 . 0 937.0 937. 0 935 934933936937940939938 dwgmodels.com dwgmodels.com dwgmodels.com DT DT DT DT DT DT DT DT 933 932 932 931 930 929 928 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020THE CONTRACTOR SHALL CONTACT GOPHER STATE ONE CALL AT 651-454-0002 AT LEAST 48 HOURS IN ADVANCE FOR THE LOCATION OF ALL UNDERGROUND WIRES, CABLES, CONDUITS, PIPES, MANHOLES, VALVES AND OTHER BURIED STRUCTURES BEFORE DIGGING. THE CONTRACTOR SHALL REPAIR OR REPLACE THE ABOVE WHEN DAMAGED DURING CONSTRUCTION AT NO COST TO THE OWNER.C3-1LANDSCAPINGPLANEASEMENT PROPERTY LINE WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT Feet 1:119.9999 201005 dwgmodels.com PLANTING SCHEDULE TREES CODE BOTANICAL NAME COMMON NAME SIZE CONTAINER QTY Type Ar Acer rubrum Red Maple 2.5" B&B 3 Overstory Gi Gleditsia triacanthos inermis, spp. Honeylocust 2.5" B&B 2 Overstory Pg Picea glauca Spruce, White 8' B&B 7 Overstory Lx Lonicera xylosteum Emerald Mound Honeysuckle #2 Potted 8 Shrub Mp Malus ‘Prairifire’ Prairifire Crabapple 2.5" B&B 3 Understory Ms Malus ‘Spring Snow’ Spring Snow Crabapple 2.5" B&B 2 Understory Lx 8 Mp 3 Ms 2 Pg 7 Ar 3 Gi 2 LANDSCAPING NOTES: 1.SEE C5-1 FOR LANDSCAPING DETAILS AND NOTES. 2.RESEED DISTURBED AREAS WITH TWIN CITY CITY SEED COMPANY 'TUFF TURF' SEED MIX (OR APPROVED EQUIVALENT) PER MNDOT SEEDING STANDARDS. 3.THE CONTRACTOR IS RESPONSIBLE TO MAINTAIN TREES IN A PLUMB POSITION THROUGHOUT THE MAINTENANCE PERIOD. DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020A.The existing conditions information shown on these plans are per a survey completed by Bohlen Surveying & Associates on 1-7-2021. B.Contractor to verify building dimensions, and utility and basement depths. C.Utility information from plans and markings was combined with observed evidence of utilities to develop a view of the underground utilities shown hereon. However, lacking excavation, the exact location of underground features cannot be accurately, completely and reliably depicted. Where additional or more detailed information is required, excavation may be necessary. D.Other underground utilities of which we are unaware may exist. Verify all utilities critical to construction or design. E.Some underground utility locations are shown as marked onsite by those utility companies whose locators responded the Gopher State One Call. F.Existing conditions, including buried structures and utilities, have been shown hereon are subject to the following restrictions: 1.Utility operators do not consistently respond to locate requests. 2.Utility operators that do respond often will not locate services from their main line to the customer's structure or facility - they consider those segments private installations that are outside of their jurisdiction. If a private service to an adjoiner's site crosses this site, or a service to this site crosses an adjoiner's site, it may not be located since most operators will not mark such “private” services. 3.Snow and ice during winter months may obscure otherwise visible evidence of a buried structure or utility. 4.Maps provided by operators, either along with a field location or in lieu of such a location, are often inaccurate or inconclusive. A.The Contractor shall take all precautions necessary to avoid property damage to adjacent properties during the construction phase of the project. The Contractor will be held responsible for any damages to adjacent properties occurring during the construction phase of this project. B.The Contractor will be responsible for providing and maintaining traffic control devices such as barricades, warning signs, directional signs, flagmen and lights to control the movement of traffic where necessary. Placement of these devices shall be approved by the Owner prior to placement. Traffic control devices shall conform to the appropriate Minnesota Department of Transportation standards. C.In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions on the job site, including safety of all persons and property during the performance of the work. This requirement will apply continuously and not be limited to normal working hours. D.The duty of the developer or engineer to conduct construction review of the Contractor's performance is not intended to review the adequacy of the Contractor's safety measures in, or near the construction site. E.Before beginning construction, the Contractor shall comply with the erosion control plan and/or permit. F.The Contractor shall field verify locations and elevations of existing utilities and topographic features prior to commencement of construction activity. The Contractor shall notify the engineer of any discrepancies or variations from the plans. G.Existing to Remain: Existing items of construction that are not to be permanently removed and that are not otherwise indicated to be removed, removed and salvaged, or removed and reinstalled. H.Unless otherwise indicated, demolition waste becomes property of Contractor. I.If appropriate, refer to the environmental plans and specifications for hazardous material remediation. J.Temporary Facilities: Provide temporary barricades and other protection required to prevent injury to people and damage to adjacent buildings and facilities to remain. K.Provide protection to allow safe passage of people around selective demolition area and to and from occupied portions of building. L.Temporary Shoring: Provide and maintain shoring, bracing, and structural supports as required to preserve stability and prevent movement, settlement, or collapse of construction and finishes to remain, and to prevent unexpected or uncontrolled movement or collapse of construction being demolished. M.Demolish and remove existing construction only to the extent required by new construction and as indicated. Use methods required to complete the Work within limitations of governing regulations. N.Remove decayed, vermin-infested, or otherwise dangerous or unsuitable materials and promptly dispose of off-site. O.Except for items or materials indicated to be recycled, reused, salvaged, reinstalled, or otherwise indicated to remain Owner's property, remove demolished materials from Project site and legally dispose of them in an approved landfill. P.Do not allow demolished materials to accumulate on-site. Q.Clear and grub and remove all trees, vegetation and site debris prior to grading. All removed material shall be hauled from the site daily. All clearing and grubbing and removals shall be performed per the contract specifications. Erosion control measures shall be immediately established upon removal. DEMOLITION NOTES A.All paving, concrete curb, gutter and sidewalk shall be furnished and installed in accordance with the requirements of the City of Chanhassen. See Architectural and Landscape plans for additional hardscape applications. B.The City department of engineering, building inspections department and the construction engineer shall be notified at least 48 hours prior to work within the street right of way (sidewalk, street or driveways). C.Minnesota state statute requires notification per Gopher State One Call prior to commencing any grading, excavation or underground work. D.See contract specifications for any removal details. E.Before beginning construction, the Contractor shall comply with the erosion control plan and/or permit. F.The Contractor shall field verify locations and elevations of existing utilities and topographic features prior to commencement of construction activity. The Contractor shall notify the engineer of any discrepancies or variations from the plans. G.The Contractor will be responsible for providing and maintaining traffic control devices such as barricades, warning signs, directional signs, flagmen and lights to control the movement of traffic where necessary. Placement of these devices shall be approved by the Owner prior to placement. Traffic control devices shall conform to the appropriate Minnesota Department of Transportation standards. H.In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions on the job site, including safety of all persons and property during the performance of the work. This requirement will apply continuously and not be limited to normal working hours. I.The duty of the developer or engineer to conduct construction review of the Contractor's performance is not intended to review the adequacy of the Contractor's safety measures in, or near the construction site. J.Any sign or fixture removed within the right of way, or as part of the site work shall be replaced by the contractor in accordance with the city requirements. K.Clear, grub and remove all trees, vegetation and site debris prior to grading. All removed material shall be hauled from the site daily. All clearing and grubbing and removals shall be performed per the contract specifications. Erosion control measures shall be performed per the contract specifications. L.Pedestrian ramps shall be provided at the locations shown. M.The Contractor shall saw-cut bituminous and concrete pavements as required per the specifications. N.Concrete curb and gutter to be B612, except where otherwise noted. O.The contractor shall be required to obtain all permits from authorities and regulatory agencies having jurisdiction over this site and the adjacent right of ways, as required, prior to beginning work. P.Except for stripped topsoil and other materials indicated to be stockpiled or otherwise remain Owner's property, cleared materials shall become Contractor's property and shall be removed from Project site. Q.Salvageable Improvements: Carefully remove items indicated to be salvaged and store on Owner's premises. R.Do not commence site-clearing operations until temporary erosion- and sedimentation-control and plant-protection measures are in place. S.Soil Stripping, Handling, and Stockpiling: Perform only when the topsoil is dry or slightly moist. T.Protect and maintain benchmarks and survey control points from disturbance during construction. U.Locate and clearly identify trees, shrubs, and other vegetation to remain, or to be relocated. V.The intent of the proposed construction is to preserve as much of the existing pavement, curb and gutter and sidewalk as possible. Protect existing site improvements to remain from damage during construction. W.Interrupting Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated: 1)Notify Owner not less than [two] 2 days in advance of proposed utility interruptions. 2)Do not proceed with utility interruptions without Owner's written permission. X.Fill depressions caused by clearing and grubbing operations with satisfactory soil material unless further excavation or earthwork is indicated. Y.Remove sod and grass before stripping topsoil. Z.Strip topsoil to full depth in a manner to prevent intermingling with underlying subsoil or other waste materials. AA.Remove subsoil and nonsoil materials from topsoil, including clay lumps, gravel, and other objects more than 2 inches in diameter; trash, debris, weeds, roots, and other waste materials. BB.DO NOT remove or disturb or damage site improvements outside of the project limits, including but not limited to, parking meter signs, lights, signs, sidewalks, fencing, structures, etc. SITE PLAN NOTES A.All disturbed areas are to receive a minimum of 4-inches of topsoil mixed with 2-inches of compost (for a total of 6-inches), and sod or seed. These areas shall be watered by the Contractor until the sod or seed is growing in a healthy manner. See Landscape plan for more information. B.The Contractor shall take all precautions necessary to avoid property damage to adjacent properties during the construction phase of the project. The Contractor will be held responsible for any damages to adjacent properties occurring during the construction phase of the project. C.The Contractor will be responsible for providing and maintaining traffic control devices such as barricades, warning signs, directional signs, flagmen and lights to control the movement of traffic where necessary. Placement of these devices shall be approved by the Owner prior to placement. Traffic control devices shall conform to the appropriate Minnesota Department of Transportation standards. D.In accordance with generally accepted construction practices, the Contractor will be solely and completely responsible for conditions on the job site, including safety of all persons and property during the performance of the work. This requirement will apply continuously and not be limited to normal working hours. E.The duty of the developer or engineer to conduct construction review of the Contractor's performance is not intended to review the adequacy of the Contractor's safety measures in, or near the construction site. F.The contractor shall be required to obtain all permits from authorities and regulatory agencies having jurisdiction over this site, as required, prior to beginning work. G.Before beginning construction, the Contractor shall comply with the erosion control plan and/or permit. H.The Contractor shall field verify locations and elevations of existing utilities and topographic features prior to commencement of construction activity. The Contractor shall notify the engineer of any discrepancies or variations from the plans. I.Backfill: Soil material used to fill an excavation. J.Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill. K.Fill: Soil materials used to raise existing grades. L.Traffic: Minimize interference with adjoining roads, streets, walks, and other adjacent occupied or used facilities during earth moving operations. 1.Do not close or obstruct streets, walks, or other adjacent occupied or used facilities without permission from Owner and authorities having jurisdiction. 2.Provide alternate routes around closed or obstructed traffic ways if required by Owner or authorities having jurisdiction. M.Do not conduct work on adjoining property unless directed by Engineer. N.Do not commence earth-moving operations until temporary erosion- and sedimentation-control measures are in place. O.General: Provide borrow soil materials when sufficient satisfactory soil materials are not available from excavations. P.Satisfactory Soils: Soil Classification [Groups GW, GP, GM, SW, SP, and SM according to ASTM D 2487] [Groups A-1, A-2-4, A-2-5, and A-3 according to AASHTO M 145], or a combination of these groups; free of rock or gravel larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and other deleterious matter. Q.Unsatisfactory Soils: Soil Classification [Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT according to ASTM D 2487] [Groups A-2-6, A-2-7, A-4, A-5, A-6, and A-7 according to AASHTO M 145], or a combination of these groups. 1.Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of optimum moisture content at time of compaction. R.Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed stone, and natural or crushed sand; ASTM D 2940; with at least 90 percent passing a 1-1/2-inch (37.5-mm) sieve and not more than 12 percent passing a No. 200 (0.075-mm) sieve. S.Drainage Course: Narrowly graded mixture of washed, crushed stone, or crushed or uncrushed gravel; ASTM D 448; coarse-aggregate grading Size 57; with 100 percent passing a 1-1/2-inch (37.5-mm) sieve and 0 to 5 percent passing a No. 8 (2.36-mm) sieve. T.Sand: ASTM C 33; fine aggregate. U.Install Detectable Warning Tape above constructed utilities. Detectable warning tape is defined as: Acid- and alkali-resistant, polyethylene film warning tape manufactured for marking and identifying underground utilities, a minimum of 6 inches wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic core encased in a protective jacket for corrosion protection, detectable by metal detector when tape is buried up to 30 inches deep; colored as follows: 1.Red: Electric. 2.Yellow: Gas, oil, steam, and dangerous materials. 3.Orange: Telephone and other communications. 4.Blue: Water systems. 5.Green: Sewer systems. V.Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by earth moving operations. W.Protect and maintain erosion and sedimentation controls during earth moving operations. X.Protect subgrades and foundation soils from freezing temperatures and frost. Remove temporary protection before placing subsequent materials. Y.If excavated materials intended for fill and backfill include unsatisfactory soil materials and rock, replace with satisfactory soil materials. Z.Before beginning construction the contractor shall install a temporary rock entrance pad at all points of vehicle exit from the project site. Said rock entrance pad shall be maintained by the contractor for the duration of the project. AA.Erosion and sedimentation control measures shall be established around the entire site perimeter and in accordance with NPDES permit requirements (if applicable), best management practices, City requirements and the details shown in the project plans. AB.All entrances and connections to City streets shall be performed per the requirements of the City. The contractor shall be responsible for all permits and notifications as required by the City. AC.Filtration basins shall not be constructed until all upstream areas have been established. AD.Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch. If applicable, extend excavations a sufficient distance from structures for placing and removing concrete formwork, for installing services and other construction, and for inspections. 1.Excavations for Footings and Foundations: Do not disturb bottom of excavation. Excavate by hand to final grade just before placing concrete reinforcement. Trim bottoms to required lines and grades to leave solid base to receive other work. 2.Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility Structures: Excavate to elevations and dimensions indicated within a tolerance of plus or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces. AE. Excavations at Edges of Tree- and Plant-Protection Zones: 3.Excavate by hand to indicated lines, cross sections, elevations, and subgrades. Use narrow-tine spading forks to comb soil and expose roots. Do not break, tear, or chop exposed roots. Do not use mechanical equipment that rips, tears, or pulls roots. AF. Place backfill on subgrades free of mud, frost, snow, or ice. AG. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for material compacted by heavy compaction equipment, and not more than 4 inches in loose depth for material compacted by hand-operated tampers. 1.Under structures, building slabs, steps, and pavements, scarify and recompact top 12 inches of existing subgrade and each layer of backfill or fill soil material at 98 percent. 2.Under walkways, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 95 percent. 3.Under turf or unpaved areas, scarify and recompact top 6 inches below subgrade and compact each layer of backfill or fill soil material at 85 percent. AH. General: Uniformly grade areas to a smooth surface, free of irregular surface changes. Comply with compaction requirements and grade to cross sections, lines, and elevations indicated. 1.Provide a smooth transition between adjacent existing grades and new grades. 2.Cut out soft spots, fill low spots, and trim high spots to comply with required surface tolerances. AI. Site Rough Grading: Slope grades to direct water away from buildings and to prevent ponding. Finish subgrades to required elevations within the following tolerances: 1.Turf or Unpaved Areas: Plus or minus 1 inch 2.Walks: Plus or minus 1 inch 3.Pavements: Plus or minus 1/2 inch GRADING, DRAINAGE & EROSION CONTROL NOTESEXISTING CONDITIONS NOTES C4-1NOTESBM BENCHMARK BLDG BUILDING BNDY BOUNDARY BFP BACK FLOW PREVENTER CB CATCH BASIN CF CUBIC FEET CFS CUBIC FEET PER SECOND CL CENTERLINE CMP CORRUGATED METAL PIPE CND CONDUIT CO CLEANOUT COMM COMMUNICATION CONC CONCRETE COR CORNER CTR CENTER CTRL CONTROL CV CONTROL VALVE CY CUBIC YARD DA DATUM DEG DEGREE DEPT DEPARTMENT DIA DIAMETER DIM DIMENSION DIP DUCTILE IRON PIPE DOT DEPARTMENT OF TRANSPORTATION EA EACH EC EDGE OF CURB EG EXISTING GRADE EOF EMERGENCY OVERFLOW EPA ENVIRONMENTAL PROTECTION AGENCY ESMT EASEMENT ELEV ELEVATION EX EXISTING EXP EXPANSION FFE FINISH FLOOR ELEVATION FNC FENCE FOC FACE OF CURB FT FEET G GAS OR GAS LINE GA GAGE GAL GALLON GB GRADE BREAK GL GUTTER FLOW LINE GND GROUND GW GROUND AT BASE OF RET. WALL GV GATE VALVE HAZMAT HAZARDOUS MATERIAL HDPE HIGH DENSITY POLYETHYLENE HDWL HEADWALL HWL HIGH WATER LEVEL HP HIGH POINT HV HOSE VALVE HWY HIGHWAY HYD HYDRANT INV INVERT ELEVATION IOS INVERT OF SWALE PAVT PAVEMENT PE POLYETHYLENE (PLASTIC) PERF PERFORATED PC POINT OF CURVE PL PROPERTY LINE PP POWER POLE PRKG PARKING PRV PRESSURE RELIEF VALVE PSI POUNDS PER SQUARE INCH PT POINT OF TANGENCY PVC POLYVINYL CHLORIDE (PLASTIC) RC REINFORCE CONCRETE RCP REINFORCED CONCRETE PIPE ROW RIGHT OF WAY RR RAIL ROAD SAN SANITARY SCH SCHEDULE SD STORM DRAIN SF SQUARE FEET SOV SHUT OFF VALVE SS SANITARY SEWER STA STATION STD STANDARD SW SIDEWALK SY SQUARE YARD T TELEPHONE TBC TOP BACK OF CURB TD TRENCH DRAIN TOB TOP OF BITUMINOUS TOC TOP OF CONCRETE TOD TOP OF DECK TOP TOP OF PAVEMENT TOS TOP OF SIDEWALK TW TOP OF RETAINING WALL TYP TYPICAL VA VARIES VB VALVE BOX VC VERTICAL CURVE VG VALLEY GUTTER VIF VERIFY IN FIELD VOL VOLUME W WATER LINE WM WATER METER WTR WATER WW WASTE WATER WWF WELDED WIRE FABRIC CIVIL PLAN ABBREVIATIONS Standard Erosion Control Notes for RPBCWD Development Reviews C1.The erosion control plan must include the following notes: a.Natural topography and soil conditions must be protected, including retention onsite of native topsoil to the greatest extent possible. b.Additional measures, such as hydraulic mulching and other practices as specified by the District must be used on slopes of 3:1 (H:V) or steeper to provide adequate stabilization. c.Final site stabilization measures must specify that at least six inches of topsoil or organic matter be spread and incorporated into the underlying soil during final site treatment wherever topsoil has been removed. d.Construction site waste such as discarded building materials, concrete truck washout, chemicals, litter and sanitary waste must be properly managed. e.All temporary erosion and sediment control BMPs must be maintained until completion of construction and vegetation is established sufficiently to ensure stability of the site, as determined by the District. f.All temporary erosion and sediment control BMPs must be removed upon final stabilization. g.Soil surfaces compacted during construction and remaining pervious upon completion of construction must be decompacted to achieve a soil compaction testing pressure of less than 1,400 kilopascals or 200 pounds per square inch in the upper 12 inches of the soil profile while taking care to protect utilities, tree roots, and other existing vegetation. h.All disturbed areas must be stabilized within 7 calendar days after land-disturbing work has temporarily or permanently ceased on a property that drains to an impaired water, within 14 days elsewhere. i.The permittee must, at a minimum, inspect, maintain and repair all disturbed surfaces and all erosion and sediment control facilities and soil stabilization measures every day work is performed on the site and at least weekly until land-disturbing activity has ceased. Thereafter, the permittee must perform these responsibilities at least weekly until vegetative cover is established. The permittee will maintain a log of activities under this section for inspection by the District on request. AIS Note for RPBCWD Development Reviews (Rules B, D, E, F, G) Activities must be conducted so as to minimize the potential transfer of aquatic invasive species (e.g., zebra mussels, Eurasian watermilfoil, etc.) to the maximum extent possible. ENDS SECURLY CLOSED TO PREVENT LOSS OF OPEN GRADED AGGREGATE FILL. SECURED WITH 50 PSI ZIP TIE BUTT JOINTS 1 SEE MnDOT SPECS 2573 & 3891 MANUFACTURED ALTERNATIVES LISTED ON MnDOT's APPROVED PRODUCT LIST MAY BE SUBSTITUTED. GEOTEXTILE SOCK BETWEEN 4-10 FT. LONG AND 4-6 INCH DIAMETER. SEAM JOINED BY TWO ROWS OF STITCHING WITH A PLASTIC MESH BACKING OR HEAT BONDED (OR APPROVED EQUIVALENT). FILL ROCK LOG WITH OPEN GRADED AGGREGATE CONSISTING OF DURABLE PARTICLES OF COARSE AGGREGATE CONFORMING TO SPEC 3137 TABLE 3137-1; CA-3 GRADUATION. 1 INLET PROTECTION ROCK LOG not to scale GEOTEXTILE FABRIC, 36-INCH WIDTH POST LENGTH, 5-FEET MIN. AT 6-FOOT MAX. SPACING MACHINE SLICE 8" - 12" DEPTH 6" FLAP DIRECTION OF SURFACE RUNOFF FLOW PLASTIC ZIP TIES (50 LB TENSILE) LOCATED IN TOP 8-INCHES 24-INCH MIN.POSTEMBEDMENTSTANDARD MACHINE SLICED SILT FENCE TO PROTECT AREAS FROM SHEET FLOW LIGHT DUTY SILT FENCEnot to scale BIOLOG/SEDIMENT SOCK DISTURBED (WORK) AREA FLOW 100101102 DISTURBED (WORK) AREA AREA TO BE PROTECTED FLOW AREA TO BE PROTECTED CROSS-SECTION PLAN NOTE: FILTER SOCK SIZED TO SUIT CONDITIONS APPROVED COMPACTED SUBGRADE 18" RECYCLED ASPHALT APPROVED COMPACTED SUBGRADE AGGREGATE SURFACE COMPACTED TO 98% STND. PROCTOR DENSITY AGGREGATE SURFACING not to scale CONCRETE RIBBON AND LAY DOWN CURB not to scale CONTROL JOINT DETAIL NOT TO SCALE EXPANSION JOINT NOT TO SCALE COMPRESSIBLE JOINT FILLER (1/2" MIN. THICKNESS) URETHANE SELF LEVELING POURABLE SEALANT LOCATIONS AS NOTED IN SPECIFICATIONS OR SHOWN ON PLAN. NEW SLOPED CONC. WALK W/ NON-SLIP BROOM FINISH. CONCRETE CONCRETE VALLEY GUTTER NOT TO SCALEPAVEMENT/ASPHALT EDGEP.I. VEGETATED SWALE WITH UNDERDRAIN TYP. NOT TO SCALE OUTLET STANDPIPE DETAIL NOT TO SCALE PERFORATED STANDPIPE DIA. = DIAMETER OF PIPE (RIGID PIPE) GRATE 1" - 2" DIA. ROCK CONE EQUAL TO 12 THE HEIGHT OF THE STANDPIPE 1.5' TYP 6.0' TYP DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020C5-1DETAILS 1S E1 2S E2 5S Roof 3P CB CB 4P Total Discharge 6P CB Downspouts Routing Diagram for 7851Existing Prepared by Quetica LLC , Printed 8/18/2021 HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 2HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.193 74 >75% Grass cover, Good, HSG C (1S) 0.651 96 Gravel surface, HSG C (2S) 0.274 98 Paved roads w/curbs & sewers, HSG A (1S) 0.168 98 Roofs, HSG C (5S) 2.884 72 Woods/grass comb., Good, HSG C (2S) 4.170 79 TOTAL AREA 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 3HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.274 HSG A 1S 0.000 HSG B 3.897 HSG C 1S, 2S, 5S 0.000 HSG D 0.000 Other 4.170 TOTAL AREA 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 4HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.193 0.000 0.000 0.193 >75% Grass cover, Good 1S 0.000 0.000 0.651 0.000 0.000 0.651 Gravel surface 2S 0.274 0.000 0.000 0.000 0.000 0.274 Paved roads w/curbs & sewers 1S 0.000 0.000 0.168 0.000 0.000 0.168 Roofs 5S 0.000 0.000 2.884 0.000 0.000 2.884 Woods/grass comb., Good 2S 0.274 0.000 3.897 0.000 0.000 4.170 TOTAL AREA 7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 5HydroCAD® 10.00-26 s/n 07531 © 2020 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 3P 921.48 919.98 75.0 0.0200 0.012 12.0 0.0 0.0 Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 6HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 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=20,329 sf 58.61% Impervious Runoff Depth>1.28"Subcatchment 1S: E1 Flow Length=295' Tc=32.2 min CN=88 Runoff=0.54 cfs 0.050 af Runoff Area=153,999 sf 0.00% Impervious Runoff Depth>0.62"Subcatchment 2S: E2 Flow Length=375' Tc=40.6 min CN=76 Runoff=1.56 cfs 0.183 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>2.17"Subcatchment 5S: Roof Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 Runoff=0.57 cfs 0.030 af Peak Elev=921.92' Inflow=0.58 cfs 0.065 afPond 3P: CB Outflow=0.58 cfs 0.065 af Inflow=2.09 cfs 0.263 afPond 4P: Total Discharge Primary=2.09 cfs 0.263 af Peak Elev=950.08' Inflow=0.57 cfs 0.030 afPond 6P: Downspouts Primary=0.28 cfs 0.015 af Secondary=0.28 cfs 0.015 af Outflow=0.57 cfs 0.030 af Total Runoff Area = 4.170 ac Runoff Volume = 0.263 af Average Runoff Depth = 0.76" 89.41% Pervious = 3.729 ac 10.59% Impervious = 0.442 ac Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 7HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E1 Runoff = 0.54 cfs @ 12.27 hrs, Volume= 0.050 af, Depth> 1.28" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 11,914 98 Paved roads w/curbs & sewers, HSG A 8,415 74 >75% Grass cover, Good, HSG C 20,329 88 Weighted Average 8,415 41.39% Pervious Area 11,914 58.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 25.5 73 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.8 179 0.0310 1.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 32.2 295 Total Subcatchment 1S: E1 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)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=2.52" Runoff Area=20,329 sf Runoff Volume=0.050 af Runoff Depth>1.28" Flow Length=295' Tc=32.2 min CN=88 0.54 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 8HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: E2 Runoff = 1.56 cfs @ 12.41 hrs, Volume= 0.183 af, Depth> 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 28,377 96 Gravel surface, HSG C 84,480 72 Woods/grass comb., Good, HSG C 41,142 72 Woods/grass comb., Good, HSG C 153,999 76 Weighted Average 153,999 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: E2 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=153,999 sf Runoff Volume=0.183 af Runoff Depth>0.62" Flow Length=375' Tc=40.6 min CN=76 1.56 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 9HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.57 cfs @ 11.98 hrs, Volume= 0.030 af, Depth> 2.17" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.6 35 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)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=2.52" Runoff Area=7,332 sf Runoff Volume=0.030 af Runoff Depth>2.17" Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 0.57 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 10HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: CB [57] Hint: Peaked at 921.92' (Flood elevation advised) Inflow Area = 0.635 ac, 69.58% Impervious, Inflow Depth > 1.23" for 2-YR event Inflow = 0.58 cfs @ 12.26 hrs, Volume= 0.065 af Outflow = 0.58 cfs @ 12.26 hrs, Volume= 0.065 af, Atten= 0%, Lag= 0.0 min Primary = 0.58 cfs @ 12.26 hrs, Volume= 0.065 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 921.92' @ 12.26 hrs Device Routing Invert Outlet Devices #1 Primary 921.48'12.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 921.48'12.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.48' / 919.98' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=0.57 cfs @ 12.26 hrs HW=921.92' (Free Discharge) 1=Orifice/Grate (Passes 0.57 cfs of 0.76 cfs potential flow) 2=Culvert (Outlet Controls 0.57 cfs @ 2.52 fps) Pond 3P: CB Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)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=0.635 ac Peak Elev=921.92' 0.58 cfs 0.58 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 11HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.59% Impervious, Inflow Depth > 0.76" for 2-YR event Inflow = 2.09 cfs @ 12.37 hrs, Volume= 0.263 af Primary = 2.09 cfs @ 12.37 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=4.170 ac 2.09 cfs 2.09 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 12HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.08' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 2.17" for 2-YR event Inflow = 0.57 cfs @ 11.98 hrs, Volume= 0.030 af Outflow = 0.57 cfs @ 11.98 hrs, Volume= 0.030 af, Atten= 0%, Lag= 0.0 min Primary = 0.28 cfs @ 11.98 hrs, Volume= 0.015 af Secondary = 0.28 cfs @ 11.98 hrs, Volume= 0.015 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.08' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.27 cfs @ 11.98 hrs HW=950.07' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.27 cfs @ 0.89 fps) Secondary OutFlow Max=0.27 cfs @ 11.98 hrs HW=950.07' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.27 cfs @ 0.89 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)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=0.168 ac Peak Elev=950.08' 0.57 cfs 0.57 cfs 0.28 cfs 0.28 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 13HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 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=20,329 sf 58.61% Impervious Runoff Depth>2.75"Subcatchment 1S: E1 Flow Length=295' Tc=32.2 min CN=88 Runoff=1.14 cfs 0.107 af Runoff Area=153,999 sf 0.00% Impervious Runoff Depth>1.75"Subcatchment 2S: E2 Flow Length=375' Tc=40.6 min CN=76 Runoff=4.76 cfs 0.517 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>3.82"Subcatchment 5S: Roof Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 Runoff=0.97 cfs 0.054 af Peak Elev=922.10' Inflow=1.20 cfs 0.134 afPond 3P: CB Outflow=1.20 cfs 0.134 af Inflow=5.88 cfs 0.677 afPond 4P: Total Discharge Primary=5.88 cfs 0.677 af Peak Elev=950.11' Inflow=0.97 cfs 0.054 afPond 6P: Downspouts Primary=0.48 cfs 0.027 af Secondary=0.48 cfs 0.027 af Outflow=0.97 cfs 0.054 af Total Runoff Area = 4.170 ac Runoff Volume = 0.677 af Average Runoff Depth = 1.95" 89.41% Pervious = 3.729 ac 10.59% Impervious = 0.442 ac Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 14HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E1 Runoff = 1.14 cfs @ 12.26 hrs, Volume= 0.107 af, Depth> 2.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 11,914 98 Paved roads w/curbs & sewers, HSG A 8,415 74 >75% Grass cover, Good, HSG C 20,329 88 Weighted Average 8,415 41.39% Pervious Area 11,914 58.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 25.5 73 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.8 179 0.0310 1.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 32.2 295 Total Subcatchment 1S: E1 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=20,329 sf Runoff Volume=0.107 af Runoff Depth>2.75" Flow Length=295' Tc=32.2 min CN=88 1.14 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 15HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: E2 Runoff = 4.76 cfs @ 12.39 hrs, Volume= 0.517 af, Depth> 1.75" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 28,377 96 Gravel surface, HSG C 84,480 72 Woods/grass comb., Good, HSG C 41,142 72 Woods/grass comb., Good, HSG C 153,999 76 Weighted Average 153,999 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: E2 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)5 4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=153,999 sf Runoff Volume=0.517 af Runoff Depth>1.75" Flow Length=375' Tc=40.6 min CN=76 4.76 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 16HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.97 cfs @ 11.98 hrs, Volume= 0.054 af, Depth> 3.82" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.6 35 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=7,332 sf Runoff Volume=0.054 af Runoff Depth>3.82" Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 0.97 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 17HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: CB [57] Hint: Peaked at 922.10' (Flood elevation advised) Inflow Area = 0.635 ac, 69.58% Impervious, Inflow Depth > 2.53" for 10-YR event Inflow = 1.20 cfs @ 12.25 hrs, Volume= 0.134 af Outflow = 1.20 cfs @ 12.25 hrs, Volume= 0.134 af, Atten= 0%, Lag= 0.0 min Primary = 1.20 cfs @ 12.25 hrs, Volume= 0.134 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 922.10' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 921.48'12.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 921.48'12.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.48' / 919.98' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=1.20 cfs @ 12.25 hrs HW=922.10' (Free Discharge) 1=Orifice/Grate (Passes 1.20 cfs of 1.39 cfs potential flow) 2=Culvert (Outlet Controls 1.20 cfs @ 3.33 fps) Pond 3P: CB Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.635 ac Peak Elev=922.10' 1.20 cfs 1.20 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 18HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.59% Impervious, Inflow Depth > 1.95" for 10-YR event Inflow = 5.88 cfs @ 12.36 hrs, Volume= 0.677 af Primary = 5.88 cfs @ 12.36 hrs, Volume= 0.677 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.170 ac 5.88 cfs 5.88 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 19HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.11' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 3.82" for 10-YR event Inflow = 0.97 cfs @ 11.98 hrs, Volume= 0.054 af Outflow = 0.97 cfs @ 11.98 hrs, Volume= 0.054 af, Atten= 0%, Lag= 0.0 min Primary = 0.48 cfs @ 11.98 hrs, Volume= 0.027 af Secondary = 0.48 cfs @ 11.98 hrs, Volume= 0.027 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.11' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.47 cfs @ 11.98 hrs HW=950.11' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.47 cfs @ 1.06 fps) Secondary OutFlow Max=0.47 cfs @ 11.98 hrs HW=950.11' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.47 cfs @ 1.06 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.11' 0.97 cfs 0.97 cfs 0.48 cfs 0.48 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 20HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-20.00 hrs, dt=0.05 hrs, 381 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=20,329 sf 58.61% Impervious Runoff Depth>5.55"Subcatchment 1S: E1 Flow Length=295' Tc=32.2 min CN=88 Runoff=2.22 cfs 0.216 af Runoff Area=153,999 sf 0.00% Impervious Runoff Depth>4.21"Subcatchment 2S: E2 Flow Length=375' Tc=40.6 min CN=76 Runoff=11.44 cfs 1.240 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>6.76"Subcatchment 5S: Roof Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 Runoff=1.68 cfs 0.095 af Peak Elev=922.36' Inflow=2.33 cfs 0.263 afPond 3P: CB Outflow=2.33 cfs 0.263 af Inflow=13.64 cfs 1.551 afPond 4P: Total Discharge Primary=13.64 cfs 1.551 af Peak Elev=950.16' Inflow=1.68 cfs 0.095 afPond 6P: Downspouts Primary=0.84 cfs 0.047 af Secondary=0.84 cfs 0.047 af Outflow=1.68 cfs 0.095 af Total Runoff Area = 4.170 ac Runoff Volume = 1.551 af Average Runoff Depth = 4.46" 89.41% Pervious = 3.729 ac 10.59% Impervious = 0.442 ac Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 21HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: E1 Runoff = 2.22 cfs @ 12.26 hrs, Volume= 0.216 af, Depth> 5.55" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 11,914 98 Paved roads w/curbs & sewers, HSG A 8,415 74 >75% Grass cover, Good, HSG C 20,329 88 Weighted Average 8,415 41.39% Pervious Area 11,914 58.61% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 25.5 73 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.8 179 0.0310 1.62 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 32.2 295 Total Subcatchment 1S: E1 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=20,329 sf Runoff Volume=0.216 af Runoff Depth>5.55" Flow Length=295' Tc=32.2 min CN=88 2.22 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 22HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: E2 Runoff = 11.44 cfs @ 12.37 hrs, Volume= 1.240 af, Depth> 4.21" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 28,377 96 Gravel surface, HSG C 84,480 72 Woods/grass comb., Good, HSG C 41,142 72 Woods/grass comb., Good, HSG C 153,999 76 Weighted Average 153,999 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: E2 Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=153,999 sf Runoff Volume=1.240 af Runoff Depth>4.21" Flow Length=375' Tc=40.6 min CN=76 11.44 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 23HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 1.68 cfs @ 11.98 hrs, Volume= 0.095 af, Depth> 6.76" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.6 35 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=7,332 sf Runoff Volume=0.095 af Runoff Depth>6.76" Flow Length=35' Slope=0.0200 '/' Tc=7.0 min CN=98 1.68 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 24HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 3P: CB [57] Hint: Peaked at 922.36' (Flood elevation advised) Inflow Area = 0.635 ac, 69.58% Impervious, Inflow Depth > 4.98" for 100-YR event Inflow = 2.33 cfs @ 12.25 hrs, Volume= 0.263 af Outflow = 2.33 cfs @ 12.25 hrs, Volume= 0.263 af, Atten= 0%, Lag= 0.0 min Primary = 2.33 cfs @ 12.25 hrs, Volume= 0.263 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 922.36' @ 12.25 hrs Device Routing Invert Outlet Devices #1 Primary 921.48'12.0" Vert. Orifice/Grate C= 0.600 #2 Device 1 921.48'12.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 921.48' / 919.98' S= 0.0200 '/' Cc= 0.900 n= 0.012 Concrete pipe, finished, Flow Area= 0.79 sf Primary OutFlow Max=2.33 cfs @ 12.25 hrs HW=922.36' (Free Discharge) 1=Orifice/Grate (Passes 2.33 cfs of 2.34 cfs potential flow) 2=Culvert (Outlet Controls 2.33 cfs @ 4.24 fps) Pond 3P: CB Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=0.635 ac Peak Elev=922.36' 2.33 cfs 2.33 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 25HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.59% Impervious, Inflow Depth > 4.46" for 100-YR event Inflow = 13.64 cfs @ 12.35 hrs, Volume= 1.551 af Primary = 13.64 cfs @ 12.35 hrs, Volume= 1.551 af, Atten= 0%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.170 ac 13.64 cfs 13.64 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Existing Printed 8/18/2021Prepared by Quetica LLC Page 26HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 950.16' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 6.76" for 100-YR event Inflow = 1.68 cfs @ 11.98 hrs, Volume= 0.095 af Outflow = 1.68 cfs @ 11.98 hrs, Volume= 0.095 af, Atten= 0%, Lag= 0.0 min Primary = 0.84 cfs @ 11.98 hrs, Volume= 0.047 af Secondary = 0.84 cfs @ 11.98 hrs, Volume= 0.047 af Routing by Stor-Ind method, Time Span= 1.00-20.00 hrs, dt= 0.05 hrs Peak Elev= 950.16' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.81 cfs @ 11.98 hrs HW=950.15' (Free Discharge) 1=Orifice/Grate (Weir Controls 0.81 cfs @ 1.27 fps) Secondary OutFlow Max=0.81 cfs @ 11.98 hrs HW=950.15' (Free Discharge) 2=Orifice/Grate (Weir Controls 0.81 cfs @ 1.27 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 2019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.16' 1.68 cfs 1.68 cfs 0.84 cfs 0.84 cfs 1S P1 2S P2 5S Roof 4P Total Discharge 6P CB Downspouts 8P SOUTH DITCH Routing Diagram for 7851Proposed Prepared by Quetica LLC , Printed 8/18/2021 HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 2HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Area Listing (all nodes) Area (acres) CN Description (subcatchment-numbers) 0.201 74 >75% Grass cover, Good, HSG C (1S) 0.851 96 Gravel surface, HSG C (1S, 2S) 0.268 98 Paved parking, HSG C (1S) 0.168 98 Roofs, HSG C (5S) 2.682 72 Woods/grass comb., Good, HSG C (2S) 4.170 80 TOTAL AREA 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 3HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Soil Listing (all nodes) Area (acres) Soil Group Subcatchment Numbers 0.000 HSG A 0.000 HSG B 4.170 HSG C 1S, 2S, 5S 0.000 HSG D 0.000 Other 4.170 TOTAL AREA 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 4HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Ground Covers (all nodes) HSG-A (acres) HSG-B (acres) HSG-C (acres) HSG-D (acres) Other (acres) Total (acres) Ground Cover Subcatchment Numbers 0.000 0.000 0.201 0.000 0.000 0.201 >75% Grass cover, Good 1S 0.000 0.000 0.851 0.000 0.000 0.851 Gravel surface 1S, 2S 0.000 0.000 0.268 0.000 0.000 0.268 Paved parking 1S 0.000 0.000 0.168 0.000 0.000 0.168 Roofs 5S 0.000 0.000 2.682 0.000 0.000 2.682 Woods/grass comb., Good 2S 0.000 0.000 4.170 0.000 0.000 4.170 TOTAL AREA 7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 5HydroCAD® 10.00-26 s/n 07531 © 2020 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 8P 931.00 930.80 10.0 0.0200 0.020 12.0 0.0 0.0 Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 6HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,893 sf 37.80% Impervious Runoff Depth=1.63"Subcatchment 1S: P1 Flow Length=527' Tc=39.7 min CN=91 Runoff=0.83 cfs 0.096 af Runoff Area=143,421 sf 0.00% Impervious Runoff Depth=0.71"Subcatchment 2S: P2 Flow Length=375' Tc=40.6 min CN=76 Runoff=1.46 cfs 0.194 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth=2.29"Subcatchment 5S: Roof Flow Length=171' Tc=7.0 min CN=98 Runoff=0.58 cfs 0.032 af Inflow=2.07 cfs 0.322 afPond 4P: Total Discharge Primary=2.07 cfs 0.322 af Peak Elev=950.08' Inflow=0.58 cfs 0.032 afPond 6P: Downspouts Primary=0.29 cfs 0.016 af Secondary=0.29 cfs 0.016 af Outflow=0.58 cfs 0.032 af Peak Elev=932.94' Storage=841 cf Inflow=0.86 cfs 0.112 afPond 8P: SOUTH DITCH Outflow=0.62 cfs 0.112 af Total Runoff Area = 4.170 ac Runoff Volume = 0.322 af Average Runoff Depth = 0.93" 89.53% Pervious = 3.734 ac 10.47% Impervious = 0.436 ac Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 7HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P1 Runoff = 0.83 cfs @ 12.35 hrs, Volume= 0.096 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 8,748 74 >75% Grass cover, Good, HSG C 11,678 98 Paved parking, HSG C 10,467 96 Gravel surface, HSG C 30,893 91 Weighted Average 19,215 62.20% Pervious Area 11,678 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 26.3 76 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.7 168 0.0350 1.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 6.8 240 0.0100 0.59 4.69 Parabolic Channel, W=8.00' D=1.50' Area=8.0 sf Perim=8.7' n= 0.240 Sheet flow over Dense Grass 39.7 527 Total Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 8HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: P1 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)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=2.52" Runoff Area=30,893 sf Runoff Volume=0.096 af Runoff Depth=1.63" Flow Length=527' Tc=39.7 min CN=91 0.83 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 9HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: P2 Runoff = 1.46 cfs @ 12.41 hrs, Volume= 0.194 af, Depth= 0.71" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 26,582 96 Gravel surface, HSG C 80,619 72 Woods/grass comb., Good, HSG C 36,220 72 Woods/grass comb., Good, HSG C 143,421 76 Weighted Average 143,421 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: P2 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 2-YR Rainfall=2.52" Runoff Area=143,421 sf Runoff Volume=0.194 af Runoff Depth=0.71" Flow Length=375' Tc=40.6 min CN=76 1.46 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 10HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.58 cfs @ 11.98 hrs, Volume= 0.032 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 2-YR Rainfall=2.52" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.8 136 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 171 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)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=2.52" Runoff Area=7,332 sf Runoff Volume=0.032 af Runoff Depth=2.29" Flow Length=171' Tc=7.0 min CN=98 0.58 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 11HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.47% Impervious, Inflow Depth = 0.93" for 2-YR event Inflow = 2.07 cfs @ 12.41 hrs, Volume= 0.322 af Primary = 2.07 cfs @ 12.41 hrs, Volume= 0.322 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)2 1 0 Inflow Area=4.170 ac 2.07 cfs 2.07 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 12HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.08' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth = 2.29" for 2-YR event Inflow = 0.58 cfs @ 11.98 hrs, Volume= 0.032 af Outflow = 0.58 cfs @ 11.98 hrs, Volume= 0.032 af, Atten= 0%, Lag= 0.0 min Primary = 0.29 cfs @ 11.98 hrs, Volume= 0.016 af Secondary = 0.29 cfs @ 11.98 hrs, Volume= 0.016 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 950.08' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.29 cfs @ 11.98 hrs HW=950.08' TW=932.54' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.29 cfs @ 0.90 fps) Secondary OutFlow Max=0.29 cfs @ 11.98 hrs HW=950.08' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.29 cfs @ 0.90 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)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=0.168 ac Peak Elev=950.08' 0.58 cfs 0.58 cfs 0.29 cfs 0.29 cfs Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 13HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SOUTH DITCH [44] Hint: Outlet device #3 is below defined storage Inflow Area = 0.878 ac, 49.73% Impervious, Inflow Depth = 1.54" for 2-YR event Inflow = 0.86 cfs @ 12.35 hrs, Volume= 0.112 af Outflow = 0.62 cfs @ 12.60 hrs, Volume= 0.112 af, Atten= 28%, Lag= 15.1 min Primary = 0.62 cfs @ 12.60 hrs, Volume= 0.112 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 932.94' @ 12.60 hrs Surf.Area= 1,479 sf Storage= 841 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 46.4 min ( 874.7 - 828.3 ) Volume Invert Avail.Storage Storage Description #1 932.00' 2,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 932.00 313 0 0 933.75 2,487 2,450 2,450 Device Routing Invert Outlet Devices #1 Primary 933.70'240.0' long Sharp-Crested Rectangular Weir 1 End Contraction(s) 7.7' Crest Height #2 Primary 932.00'0.400 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 910.00' #3 Device 4 931.00'12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 931.00' / 930.80' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #4 Primary 932.25'4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Primary 932.95'12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=0.62 cfs @ 12.60 hrs HW=932.94' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Exfiltration ( Controls 0.01 cfs) 4=Orifice/Grate (Orifice Controls 0.61 cfs @ 3.48 fps) 3=Culvert (Passes 0.61 cfs of 3.14 cfs potential flow) 5=Orifice/Grate ( Controls 0.00 cfs) Type II 24-hr 2-YR Rainfall=2.52"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 14HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pond 8P: SOUTH DITCH Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)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 Inflow Area=0.878 ac Peak Elev=932.94' Storage=841 cf 0.86 cfs 0.62 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 15HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,893 sf 37.80% Impervious Runoff Depth=3.27"Subcatchment 1S: P1 Flow Length=527' Tc=39.7 min CN=91 Runoff=1.64 cfs 0.193 af Runoff Area=143,421 sf 0.00% Impervious Runoff Depth=1.94"Subcatchment 2S: P2 Flow Length=375' Tc=40.6 min CN=76 Runoff=4.44 cfs 0.532 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth=4.02"Subcatchment 5S: Roof Flow Length=171' Tc=7.0 min CN=98 Runoff=0.99 cfs 0.056 af Inflow=5.80 cfs 0.782 afPond 4P: Total Discharge Primary=5.80 cfs 0.782 af Peak Elev=950.11' Inflow=0.99 cfs 0.056 afPond 6P: Downspouts Primary=0.49 cfs 0.028 af Secondary=0.49 cfs 0.028 af Outflow=0.99 cfs 0.056 af Peak Elev=933.34' Storage=1,531 cf Inflow=1.69 cfs 0.221 afPond 8P: SOUTH DITCH Outflow=1.42 cfs 0.221 af Total Runoff Area = 4.170 ac Runoff Volume = 0.782 af Average Runoff Depth = 2.25" 89.53% Pervious = 3.734 ac 10.47% Impervious = 0.436 ac Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 16HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P1 Runoff = 1.64 cfs @ 12.35 hrs, Volume= 0.193 af, Depth= 3.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 8,748 74 >75% Grass cover, Good, HSG C 11,678 98 Paved parking, HSG C 10,467 96 Gravel surface, HSG C 30,893 91 Weighted Average 19,215 62.20% Pervious Area 11,678 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 26.3 76 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.7 168 0.0350 1.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 6.8 240 0.0100 0.59 4.69 Parabolic Channel, W=8.00' D=1.50' Area=8.0 sf Perim=8.7' n= 0.240 Sheet flow over Dense Grass 39.7 527 Total Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 17HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: P1 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=30,893 sf Runoff Volume=0.193 af Runoff Depth=3.27" Flow Length=527' Tc=39.7 min CN=91 1.64 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 18HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: P2 Runoff = 4.44 cfs @ 12.40 hrs, Volume= 0.532 af, Depth= 1.94" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 26,582 96 Gravel surface, HSG C 80,619 72 Woods/grass comb., Good, HSG C 36,220 72 Woods/grass comb., Good, HSG C 143,421 76 Weighted Average 143,421 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: P2 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)4 3 2 1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=143,421 sf Runoff Volume=0.532 af Runoff Depth=1.94" Flow Length=375' Tc=40.6 min CN=76 4.44 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 19HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 0.99 cfs @ 11.98 hrs, Volume= 0.056 af, Depth= 4.02" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 10-YR Rainfall=4.26" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.8 136 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 171 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 10-YR Rainfall=4.26" Runoff Area=7,332 sf Runoff Volume=0.056 af Runoff Depth=4.02" Flow Length=171' Tc=7.0 min CN=98 0.99 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 20HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.47% Impervious, Inflow Depth = 2.25" for 10-YR event Inflow = 5.80 cfs @ 12.41 hrs, Volume= 0.782 af Primary = 5.80 cfs @ 12.41 hrs, Volume= 0.782 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)6 5 4 3 2 1 0 Inflow Area=4.170 ac 5.80 cfs 5.80 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 21HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [57] Hint: Peaked at 950.11' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth = 4.02" for 10-YR event Inflow = 0.99 cfs @ 11.98 hrs, Volume= 0.056 af Outflow = 0.99 cfs @ 11.98 hrs, Volume= 0.056 af, Atten= 0%, Lag= 0.0 min Primary = 0.49 cfs @ 11.98 hrs, Volume= 0.028 af Secondary = 0.49 cfs @ 11.98 hrs, Volume= 0.028 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 950.11' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.49 cfs @ 11.98 hrs HW=950.11' TW=932.72' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.49 cfs @ 1.08 fps) Secondary OutFlow Max=0.49 cfs @ 11.98 hrs HW=950.11' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.49 cfs @ 1.08 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.11' 0.99 cfs 0.99 cfs 0.49 cfs 0.49 cfs Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 22HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SOUTH DITCH [44] Hint: Outlet device #3 is below defined storage Inflow Area = 0.878 ac, 49.73% Impervious, Inflow Depth = 3.03" for 10-YR event Inflow = 1.69 cfs @ 12.35 hrs, Volume= 0.221 af Outflow = 1.42 cfs @ 12.52 hrs, Volume= 0.221 af, Atten= 16%, Lag= 10.3 min Primary = 1.42 cfs @ 12.52 hrs, Volume= 0.221 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 933.34' @ 12.52 hrs Surf.Area= 1,975 sf Storage= 1,531 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 34.3 min ( 845.3 - 811.0 ) Volume Invert Avail.Storage Storage Description #1 932.00' 2,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 932.00 313 0 0 933.75 2,487 2,450 2,450 Device Routing Invert Outlet Devices #1 Primary 933.70'240.0' long Sharp-Crested Rectangular Weir 1 End Contraction(s) 7.7' Crest Height #2 Primary 932.00'0.400 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 910.00' #3 Device 4 931.00'12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 931.00' / 930.80' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #4 Primary 932.25'4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Primary 932.95'12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=1.42 cfs @ 12.52 hrs HW=933.34' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate (Orifice Controls 0.81 cfs @ 4.62 fps) 3=Culvert (Passes 0.81 cfs of 3.94 cfs potential flow) 5=Orifice/Grate (Orifice Controls 0.60 cfs @ 2.12 fps) Type II 24-hr 10-YR Rainfall=4.26"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 23HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pond 8P: SOUTH DITCH Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.878 ac Peak Elev=933.34' Storage=1,531 cf 1.69 cfs 1.42 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 24HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Time span=1.00-36.00 hrs, dt=0.01 hrs, 3501 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=30,893 sf 37.80% Impervious Runoff Depth=6.29"Subcatchment 1S: P1 Flow Length=527' Tc=39.7 min CN=91 Runoff=3.07 cfs 0.372 af Runoff Area=143,421 sf 0.00% Impervious Runoff Depth=4.58"Subcatchment 2S: P2 Flow Length=375' Tc=40.6 min CN=76 Runoff=10.67 cfs 1.256 af Runoff Area=7,332 sf 100.00% Impervious Runoff Depth>7.12"Subcatchment 5S: Roof Flow Length=171' Tc=7.0 min CN=98 Runoff=1.71 cfs 0.100 af Inflow=13.46 cfs 1.728 afPond 4P: Total Discharge Primary=13.46 cfs 1.728 af Peak Elev=950.16' Inflow=1.71 cfs 0.100 afPond 6P: Downspouts Primary=0.86 cfs 0.050 af Secondary=0.86 cfs 0.050 af Outflow=1.71 cfs 0.100 af Peak Elev=933.70' Storage=2,322 cf Inflow=3.16 cfs 0.422 afPond 8P: SOUTH DITCH Outflow=2.83 cfs 0.422 af Total Runoff Area = 4.170 ac Runoff Volume = 1.728 af Average Runoff Depth = 4.97" 89.53% Pervious = 3.734 ac 10.47% Impervious = 0.436 ac Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 25HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: P1 Runoff = 3.07 cfs @ 12.35 hrs, Volume= 0.372 af, Depth= 6.29" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 8,748 74 >75% Grass cover, Good, HSG C 11,678 98 Paved parking, HSG C 10,467 96 Gravel surface, HSG C 30,893 91 Weighted Average 19,215 62.20% Pervious Area 11,678 37.80% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 4.9 43 0.2100 0.15 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 26.3 76 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 1.7 168 0.0350 1.68 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 6.8 240 0.0100 0.59 4.69 Parabolic Channel, W=8.00' D=1.50' Area=8.0 sf Perim=8.7' n= 0.240 Sheet flow over Dense Grass 39.7 527 Total Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 26HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Subcatchment 1S: P1 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)3 2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=30,893 sf Runoff Volume=0.372 af Runoff Depth=6.29" Flow Length=527' Tc=39.7 min CN=91 3.07 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 27HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: P2 Runoff = 10.67 cfs @ 12.36 hrs, Volume= 1.256 af, Depth= 4.58" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 26,582 96 Gravel surface, HSG C 80,619 72 Woods/grass comb., Good, HSG C 36,220 72 Woods/grass comb., Good, HSG C 143,421 76 Weighted Average 143,421 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 32.8 100 0.0100 0.05 Sheet Flow, Grass: Bermuda n= 0.410 P2= 2.49" 5.6 200 0.0500 0.60 Sheet Flow, Storage Area Fallow n= 0.050 P2= 2.49" 2.2 75 0.0500 0.56 Shallow Concentrated Flow, Forested Slope Forest w/Heavy Litter Kv= 2.5 fps 40.6 375 Total Subcatchment 2S: P2 Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)11 10 9 8 7 6 5 4 3 2 1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=143,421 sf Runoff Volume=1.256 af Runoff Depth=4.58" Flow Length=375' Tc=40.6 min CN=76 10.67 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 28HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Roof Runoff = 1.71 cfs @ 11.98 hrs, Volume= 0.100 af, Depth> 7.12" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Type II 24-hr 100-YR Rainfall=7.36" Area (sf) CN Description 7,332 98 Roofs, HSG C 7,332 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.6 35 0.0200 0.98 Sheet Flow, Smooth surfaces n= 0.011 P2= 2.49" 0.8 136 0.0300 2.79 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 1.4 171 Total, Increased to minimum Tc = 7.0 min Subcatchment 5S: Roof Runoff Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Type II 24-hr 100-YR Rainfall=7.36" Runoff Area=7,332 sf Runoff Volume=0.100 af Runoff Depth>7.12" Flow Length=171' Tc=7.0 min CN=98 1.71 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 29HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Total Discharge [40] Hint: Not Described (Outflow=Inflow) Inflow Area = 4.170 ac, 10.47% Impervious, Inflow Depth > 4.97" for 100-YR event Inflow = 13.46 cfs @ 12.40 hrs, Volume= 1.728 af Primary = 13.46 cfs @ 12.40 hrs, Volume= 1.728 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Pond 4P: Total Discharge Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.170 ac 13.46 cfs 13.46 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 30HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Downspouts [82] Warning: Early inflow requires earlier time span [57] Hint: Peaked at 950.16' (Flood elevation advised) Inflow Area = 0.168 ac,100.00% Impervious, Inflow Depth > 7.12" for 100-YR event Inflow = 1.71 cfs @ 11.98 hrs, Volume= 0.100 af Outflow = 1.71 cfs @ 11.98 hrs, Volume= 0.100 af, Atten= 0%, Lag= 0.0 min Primary = 0.86 cfs @ 11.98 hrs, Volume= 0.050 af Secondary = 0.86 cfs @ 11.98 hrs, Volume= 0.050 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 950.16' @ 11.98 hrs Device Routing Invert Outlet Devices #1 Primary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads #2 Secondary 950.00'8.0" Horiz. Orifice/Grate X 2.00 C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.86 cfs @ 11.98 hrs HW=950.16' TW=933.06' (Dynamic Tailwater) 1=Orifice/Grate (Weir Controls 0.86 cfs @ 1.30 fps) Secondary OutFlow Max=0.86 cfs @ 11.98 hrs HW=950.16' TW=0.00' (Dynamic Tailwater) 2=Orifice/Grate (Weir Controls 0.86 cfs @ 1.30 fps) Pond 6P: Downspouts Inflow Outflow Primary Secondary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)1 0 Inflow Area=0.168 ac Peak Elev=950.16' 1.71 cfs 1.71 cfs 0.86 cfs 0.86 cfs Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 31HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: SOUTH DITCH [44] Hint: Outlet device #3 is below defined storage Inflow Area = 0.878 ac, 49.73% Impervious, Inflow Depth > 5.77" for 100-YR event Inflow = 3.16 cfs @ 12.35 hrs, Volume= 0.422 af Outflow = 2.83 cfs @ 12.48 hrs, Volume= 0.422 af, Atten= 10%, Lag= 7.9 min Primary = 2.83 cfs @ 12.48 hrs, Volume= 0.422 af Routing by Dyn-Stor-Ind method, Time Span= 1.00-36.00 hrs, dt= 0.01 hrs Peak Elev= 933.70' @ 12.48 hrs Surf.Area= 2,422 sf Storage= 2,322 cf Plug-Flow detention time= 25.2 min calculated for 0.422 af (100% of inflow) Center-of-Mass det. time= 25.3 min ( 820.5 - 795.2 ) Volume Invert Avail.Storage Storage Description #1 932.00' 2,450 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 932.00 313 0 0 933.75 2,487 2,450 2,450 Device Routing Invert Outlet Devices #1 Primary 933.70'240.0' long Sharp-Crested Rectangular Weir 1 End Contraction(s) 7.7' Crest Height #2 Primary 932.00'0.400 in/hr Exfiltration over Surface area Conductivity to Groundwater Elevation = 910.00' #3 Device 4 931.00'12.0" Round Culvert L= 10.0' CPP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 931.00' / 930.80' S= 0.0200 '/' Cc= 0.900 n= 0.020 Corrugated PE, corrugated interior, Flow Area= 0.79 sf #4 Primary 932.25'4.0" Vert. Orifice/Grate X 2.00 C= 0.600 #5 Primary 932.95'12.0" Vert. Orifice/Grate C= 0.600 Primary OutFlow Max=2.83 cfs @ 12.48 hrs HW=933.70' TW=0.00' (Dynamic Tailwater) 1=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Exfiltration ( Controls 0.02 cfs) 4=Orifice/Grate (Orifice Controls 0.95 cfs @ 5.45 fps) 3=Culvert (Passes 0.95 cfs of 4.55 cfs potential flow) 5=Orifice/Grate (Orifice Controls 1.85 cfs @ 2.94 fps) Type II 24-hr 100-YR Rainfall=7.36"7851Proposed Printed 8/18/2021Prepared by Quetica LLC Page 32HydroCAD® 10.00-26 s/n 07531 © 2020 HydroCAD Software Solutions LLC Pond 8P: SOUTH DITCH Inflow Primary Hydrograph Time (hours) 363534333231302928272625242322212019181716151413121110987654321Flow (cfs)3 2 1 0 Inflow Area=0.878 ac Peak Elev=933.70' Storage=2,322 cf 3.16 cfs 2.83 cfs PARK DRIVEWETWET WET WET WET WET WET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET9 E1 E2 DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020EXH1EXISTING DRAINAGEEXHIBITSite Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 34 STALLS EXISTING STORAGE SPACE: 28377 SF PROPOSED STORAGE SPACE: 33300 SF EASEMENT PROPERTY LINE Feet 1" = 30' 8040020 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT PARK DRIVEWETWET WET WET WET WET WET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET12 9 920. 0 925.0 930.0 917.0 918.0 919.0 921. 0 922. 0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920.0920.0 920.0 920.0 920.0920.0 925.0925.0925. 0 925.0 925.0925.0 930.0930. 0 930.0930.0930.0 930.0917. 0 917. 0 917.0 917.0917.0 917.0 918. 0 918. 0 918.0 918.0918.0 918.0 919. 0 919.0919.0 919.0919.0 919.0 921.0921. 0 921. 0 921.0 921.0921.0 922.0 922. 0 922. 0 922.0 922.0922.0 923.0923.0923. 0 923.0 923.0923.0 924.0924.0924. 0 924.0 924.0924.0 926.0926.0926. 0 926.0 926.0926.0 927.0927.0927. 0 927.0 927.0927.0 928.0928. 0 928. 0 928.0928. 0 928.0929.0929. 0 929. 0 929.0929.0 929.0931.0931. 0 931.0931.0931.0931.0 935.0 934.0 936.0 936.0 936.0 937.0 935.0935.0935.0935.0 935. 0 935.0934.0936.0 934.0 934. 0 934.0934.0934. 0 934.0936.0 936.0 936.0936.0936.0936.0 936. 0 937 . 0 937.0 937. 0 937.0937.0937.0 937.0 935 9349339369379409399389.0' TYP.18.0' TYP. P1 P2TRASH 20.0' 100.0' 30.0' R20.0' R32.0' R50.0' R20.0' 2%1%3% 3%DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020EXH2PROPOSED DRAINAGEEXHIBITSite Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 34 STALLS EXISTING STORAGE SPACE: 28377 SF PROPOSED STORAGE SPACE: 33300 SF EASEMENT PROPERTY LINE Feet 1" = 30' 8040020 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT PARK DRIVEPARK COURT WETWET WETWET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET WET12 9 920.0 925.0 930.0 917.0 918. 0 919.0 921.0 922.0 923.0 924.0 926.0 927.0 928.0 929.0 931.0 920.0920. 0 920. 0 920.0 920.0925.0925.0925. 0 925.0 925.0930.0930. 0 930.0 930.0930.0917. 0 917. 0 917.0 917.0918. 0 918. 0 918.0 918.0919. 0 919. 0 919.0 919.0921.0921. 0 921. 0 921.0 921.0922.0 922. 0 922. 0 922.0 922.0923.0923.0923. 0 923.0 923.0924.0924.0924. 0 924.0 924.0926.0926.0926. 0 926.0 926.0927.0927.0927. 0 927.0 927.0928.0928. 0 928. 0 928.0928.0929.0929. 0 929. 0 929.0929.0931.0931. 0 931.0931.0931.0931.0 935.0 934.0 936.0 936. 0 936.0 937.0 935. 0 935.0935.0935.0 935. 0 934.0 934.0 934.0934.0 934. 0 934.0936.0 936.0 936.0936.0936.0936.0 936. 0 93 7 . 0 937.0 937. 0 937.0937.0937.0 937.0 935 9349339369379409399389.0' TYP.18.0' TYP. TRASH 20.0' 100.0' 30.0' R20.0' R32.0' R50.0' R20.0'Hino 258ALP J + Wayne Royal GT11 Refuse TruckROW EASEMENT PROPERTY LINE 3 WET WET WETLAND DELINEATION LIMIT WETLAND BUFFER LIMIT EXISTING GRAVEL SURFACE PROPOSED GRAVEL SURFACE PROPOSED DITCH Feet 1" = 20' 4020010 Site Summary: Zone: IOP - Industrial Office Park District Parking Setback Front: 30 Feet or 10 Feet with 100% screening 5' above parking lot Rear: 10 Feet Side Yards: 25 Feet EXISTING PARKING: 19 STALLS PROPOSED PARKING: 21 STALLS REQUIRED STALLS: 21 STALLS (ASSUMING Storage, wholesale, or warehouse establishments and 1000 SF office space) and Employee count provided by owner. EXISTING OUTDOOR STORAGE SPACE: 28400 SF PROPOSED OUTDOOR STORAGE SPACE: 38800 SF DATE: 8.18.2021CHECKED BY: DRAWN BY: A. AndersonPROJECT NO.: 21XXXREVISION:0PRELIMINARYNOT FOR CONSTRUCTION7851 Park Dr.Chanhassen, MN 55317XXXXXX9.4.2020EXH3TRASH VEHICLETURNING EXHIBIT