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HomeMy WebLinkAbout2001-11-29 Metro Land Surveying Ltr to MNDOTNovember 29, 2001 Mary Lacho MnDOT — Metro Division Water Resource Engineering 1500 West County Road B-2 Roseville, MN 55113 Dear Ms. Lacho: Drainage Areas Curve Numbers LAND SURVEYING h & ENGINEERING Re: Oak Park Station Hydrology Southwest Quadrant of Trunk Highway 5 and 58 Street North Oak Park Heights, Washington County MnDOT Review #P01 -117 Metro Project No. 760-002 Enclosed you will find copies of the latest grading plan, runoff water management plans and 10 year and 100 year hydrology calculations for the Oak Park Station development proposed by our client the Goldridge Group. Also enclosed is a copy of Bonestroo's asbuilt plans for the outlet to the pond on the south side of the development. The enclosed full size plans should be easier to read than previous plans. These plans and the following should address your concerns with runoff flowing into the Trunk Highway 5 ditch. About 15% or 2.060 acres (Area 1 on the grading plan) of the developed site is to drain into the Trunk Highway 5 ditch. Currently about 41% or 5.728 acres of the site drains into the Trunk Highway 5 ditch. At the request of the Valley Branch Watershed District, runoff will be directed to the Trunk Highway 5 ditch bottom through catch basins and storm sewer pipe. The flared end inverts will be placed near the bottom of the ditch at about elevation 934.0 and rip rapped. A curve number of 66 was used for the pre development hydrologic calculations. The predevelopment curve number was supplied by the City Engineer (Bonestroo) for the City of Oak Park Heights. The curve number of 66 is from earlier hydrology work on the overall watershed basin for the area. 1 METRO Twin City Office: 412 East Counzty Road 1) Little Canada, MN 55117 Phone: (651) 766 -0112 Fax: (651) 766 -0612 E -Mail: survey@metrols.com Pine City Office: Route 4, I3ox 205 Pine City, MN 55063 Phone: (320) 629 -3267 Fax: (320) 629 -0176 Website: www.tnetrols.com A curve number of 90 was used for the post development hydrologic calculations. A curve number of 90 corresponds to 80% impervious for type B soils. The City of Oak Park Heights zoning ordinance allows up to 80% impervious surface for this site that is zoned Highway Business District (B-3). Pondinq The south pond will be enlarged by 3.332 acre-feet between its normal water elevation of 928.6' and its high water elevation of 934.0'. The pond outlet is currently restricted by a 12" PVC outlet per requirements of the Brown's Creek Watershed District (refer to the enclosed asbuilts). The hydrologic calculations assumed total retention of the increased runoff for the enlarged pond. The City of Oak Park Heights and their City Engineer, Bonestroo, requested that at High Water Level of 934.0' be used in our calculations instead of an elevation of 935.0' that was used in earlier hydrologic calculations in the pond's watershed basin. A High Water Level of 934.0' provides for a three-foot freeboard for existing buildings. Minimum exposed lowest floor elevations for buildings in this development is elevation 937.0'. Two infiltration basins are being provided within the overall pond enlargement at the request of the Browns Creek Watershed District. The infiltration basins are the shaded areas on the grading plan. If you have any additional questions or concerns, I can be reached at (651) 766-0112 or at dlitterermetrols.com. Si rere1y, Douglas J. eterer, P.E. Project Engineer enclosures cc: Brad Coats, Goldridge Group Scott Richards, Planner, City of Oak Park Heights John Johnson, P.E., Metro Land Surveying & Engineering Dennis M. Postier, P.E., Bonestroo, City Engineer City of Oak Park Heights John Hanson, P.E., Barr Engineering, Engineer Valley Branch Watershed District Camilla Correll, RE., Emmons & Olivier, Engineer Brown's Creek Watershed District ltr 11-29-01 1.doc - 2 - Twin City Office: 412 East County Road D Little Canada, MN 55117 Phone: (651) 766-0112 Fax: (651) 766-0612 E-Mail: survey@metmls.com Pine City Office: Route 4, Box 205 Pine City, MN 55063 Phone: (320) 629-3267 Fax: (320) 629-0176 Website: www.metrols.com November 29, 2001 Camilla Correll Emmons & Olivier Resources 3825 Lake Elmo Avenue North Lake Elmo, MN 55042 Dear Ms. Correll: Re: Oak Park Station Brown's Creek Watershed District Permit Oak Park Heights, Washington County Metro Project No. 766 -602 METRO LAND SURVEYING r...a.._ ...a.,::. & ENGINEERING Enclosed you will find copies of the latest grading plan, erosion control detail plan, and sitework specifications. The plans and specifications have been modified in order to satisfy the conditions necessary for the Brown's Creek Watershed District to issue a permit for the Oak Park Station development in the City of Oak Park Heights. At this time our client, Coldridge Group, is working with their attorney and the City of Oak Park Heights on incorporating the maintenance plan for the infiltration areas into the Developer's Agreement and/or and Declaration of Covenants and Restrictions. When the Agreement and/or Declaration are completed, the Brown's Creek Watershed District will be copied and hopefully the permit issued. Runoff water management plans and 10 year and 100 year hydrology calculations are also enclosed. The runoff water management plans and 10 and 100 year hydrology calculations have been revised to satisfy requirements of MnDOT's Metro Division Water Resource Engineering. in order to keep the post development rate of runoff to the Highway 5 ditch below pre development levels, Area 1" was reduced in size and "Area 2" was increased in size. Both Area 1" and "Area 2" still drain to the east infiltration area. 1 Twin City Office: 412 East County Road D Little Canada, MN 55117 Phone: (651) 766 -0112 Fax: (651) 766 -0612 E- Mail: survey@metrols.com Pine City Office: Route 4, Box 205 Pine City, MN 55063 Phone: (320) 629 -3267 Fax: (320) 629 -0176 Website: www.metr-ols.co,n If you have any questions or concerns, I can be reached at (651) 766-0112 or at dlitterermetrols.com. Sin ely, Douglas J. Litt rer, P.E. Project Engineer enclosures cc: Brad Coats, Goldridge Group Scott Richards, Planner, City of Oak Park Heights John Johnson, P.E., Metro Land Surveying & Engineering Dennis M. Postler, P.E., Bonestroo, City Engineer City of Oak Park Heights John Hanson, P.E., Barr Engineering, Engineer Valley Branch Watershed District Itr 11-29-01 2.doc • ■■■ Twin City Office: 412 East County Road D Little Canada, MN 55117 Phone: (651)766-0112 Fax: (651) 766-0612 survey@metrols.com Pine City Office: Route 4, Box 205 Pine City, MN 55063 Phone: (320)629-3267 Fax (320)629-0176 Website: wwvi..metrols.com -2 Joh o_ ' . Johnson, P. Reg.. No. 11546 SPECIFICATIONS FOR OAK PARK STATION SITEWORK IMPROVEMENTS OARK PARK HEIGHTS, MINNESOTA GOLDRIDGE GROUP ETRO LAND SURVEYING & ENGINEERING I hereby certify that these specifications were written by me or under my direct supervision and that I am a duly licensed Professional Engineer under the laws of the State of Minnesota. Metro Land Surveying and Engineering 412 E. County Road D Little Canada, MN 55117 Phone: (651) 766 -0112 Fax: (651) 766 -0612 Date MATERIALS 7. Seed SITEWORK SPECIFICS Seed shall be a native seed mixture 50A modified (50B) in accordance with MnDOT 3876, at a rate of 50 Ibs /acre except below elevation 937.0 adjacent to the pond. Seed shall be a native seed mixture 15A modified (15B) with Southeast Forbs in accordance with MnDOT 3876, at a rate of 30 Ibs /acre for pond infiltration areas and pond areas below elevation 932.0. Seed shall be a non- native seed mixture 60A modified (60B) in accordance with MnDOT 3876, at a rate of 100 lbs /acre for use with erosion control blankets and between elevations 932.0 and 937.0. 9, Erosion Control Blanket Erosion Control blankets shall be category 2 in accordance with MnDOT 3885. CONSTRUCTION REQUIREMENTS 9. Turf Establishment 11.4 Infiltration Ponds Short -Terre Maintenance Requirements The short -term maintenance period for the infiltration ponds shall be 3- years in length and commence when the infiltration areas are seeded. 11.4.1 Vegetation Short -term maintenance will require re- seeding in areas where the seeding in the infiltration area was not able to survive. 11.4.2 Erosion In the event that the side slopes of the ponding areas erode the short -term maintenance requirements will include the following: 1. Excavation of sediment where it is accumulating in the infiltration pond with light earth - moving equipment. 11. Excavation and Embankment 11.4 Infiltration Ponds 2. Re- grading of the side slopes and bottom of the pond (if necessary) with light earth - moving equipment. 3. Re-seeding as originally specified in the plans and specifications. 4. Installation of an appropriate erosion control blanket to reinforce the side slopes (if necessary) by an erosion control specialist. Proper construction of the infiltration ponds is extremely important in ensuring the successful operation of the infiltration area. Do not over excavate infiltration areas for borrow material. Minimize compacting of underlying soils by not traveling over the infiltration areas and surrounding buffer areas with heavy equipment except to the minimal extent necessary to grade and construct the infiltration ponds. (tirade the infiltration areas to within 3 to 4 feet of final grade and then carefully remove the remaining material to prevent compaction or clogging of the underlying soils. Final grading of the infiltration ponds requires excavation of the remaining 3 -4 feet of overlying material down to the naturally occurring permeable subsurface material. Grading of the final 3-4 feet of overlying material should be done with light earth-moving equipment to minimize compaction to the soils. Remove excavated soils and materials from infiltration areas to prevent erosion back into the infiltration areas and soil clogging. Do not use the infiltration ponds as temporary "construction phase" sediment removal ponds. METHOD OF MEASUREMENT BASIS OF PAYMENT SWS -2 DESCRIPTION This work shall consist of clearing and grubbing, temporary erosion control, protection and restoration of vegetation, and turf establishment. Work under this project shall be in accordance with the following sections of the MnDOT Standard Specification except as herein modified: MATERIALS SITEWORK REQUIREMENTS 1712 Protection and Restoration of Property and Landscape 2101 Clearing and Grubbing 2105 Excavation and Embankment 2573 Temporary Erosion Control 2575 Turf Establishment All materials required for this work shall be new, conforming to requirements of the referenced specifications for the class, kind, type, size and grade of material as specified below and other details indicated in the Contract. The Contractor shall furnish and use only materials manufactured in the United States in executing the Contract, in conformance with Minnesota Statues 16b.101, Preference for American Made Materials, except for cement manufactured in Canada and petroleum products which are exempt. Manufactured in United States, means manufactured in whole or in substantial part within the United States or that more than 50 percent of the components parts were manufactured in whole or in substantial part within the United States. The Contractor may request in writing to the Engineer for the use of materials which are not manufactured in the United States if the materials are not reasonably available, the price is unreasonably excessive in the United States, or the quality is substantially less in the United States. Approval of materials not manufactured in the United States is at the Engineer's discretion. At the request of the Engineer, the Contractor shall submit, in writing, a list of materials and suppliers for approval. 1. Temporary Rock Construction Entrance Temporary rock construction entrance shall consist of 1 to 2 inch size rock such as coarse aggregate in accordance with MnDOT 3137 CA-1 or CA-2. 2. Silt Fence 7. Seed Silt fence shall be in accordance with MnDOT 3886, Preassembled for general use, Heavy Duty to protect critical areas and bodies of water. 3. Bale Checks Bale Checks shall be straw bales in accordance with MnDOT 3882 for Type 1 Mulch, securely anchored into the ground with two 1 /2 inch reinforcement bar metal post or 2 x 2 inch wood stakes. 4. Catchbasin Sediment Barriers Catchbasin sediment barriers shall consist of a minimum of 4 x 5 -foot piece of wire mesh with ' /4to 1 /2 inch openings . The mesh shall be 1 foot oversized on all sides of the standard 2 x 3 foot catchbas in . The washed gravel shall be 1 to 3 inches in size. 5. Topsoil 8. Mulch Topsoil shall be salvaged stripping or borrow topsoil. Topsoil, salvage or borrow, shall be in accordance with MnDOT 3877. 6. Fertilizer The fertilizer shall be a commercial grade of slow release complete fertilizer applied at a rate of 200 lbslacre at the time of preparing the seed bed for seeding . Fertilizer shall be in accordance with MnDOT 3881, for non-native seed mixtures, type 22/5/10 (NPK) analysis, and should include sulfur and iron as well (not less than 1% and not more than 8% added suffer and iron) . Seed shall be a non-native seed mixture 60A modified (60B) in accordance with MnDOT 3876, at a rate of 100 lbs /acre. Mulch shall be in accordance with MnDOT 3882, and shall be as follows: Location Tyke Rate Slopes of less than 3:1 1 2 tons /acre Slopes 3:1 and steeper Use erosion control blanket SW-2 9. Erosion Control Blanket Erosion Control blanket shall be in accordance with MnDOT 3885. 10. Sod Sod shall be in accordance with MnDOT 3878. All sod shall be lawn sod unless indicated otherwise. 11. Concrete Block Retaining Wall Concrete block retaining wall shall be constructed of high strength, high density concrete units with freeze -thaw resistance and be in accordance with Anchor, Keystone or Versa-Lok systems. The concrete wall units shall have a minimum compressive strength of 3,000 psi in accordance with ASTM C90 and maximum moisture absorption of 7 lbs/cf in accordance with ASTM 0666, modified to 50 cycles . Units shall have an interlocking system with a uniform setback. Cap units shall be of the same size and appearance as the wall units . The face pattern shall be a split rock face in a tan or gray color per Owner choice. Geosynthetic reinforcement shall be used when soil reinforcement is required. Fill between units shall be free draining coarse aggregate material. Draintile shall be used when needed to provide free drainage of the backfill material. CONSTRUCTION REQUIREMENTS 1. Protection of Property The Contractor shall be responsible for the preservation of all public and private property of any character and shall preserve all land corner monuments. The Contractor shall also be fully responsible for the protection and preservation from damage or destruction of all trees, shrubs, and natural scenic elements. Any tree, shrub, or scenic elements within specified area to be protected that is destroyed or disfigured by the Contractor's operation shall be removed and replaced by the Contractor at the Contractor's expense or damages shall be assessed when so directed by the Engineer. 2. Clearing and Grubbing Clearing and grubbing shall be in accordance with MnDOT 2101. The Contractor shall notify the Engineer 48 hours, 2 working days, before clearing and grubbing is to start in order to evaluate and mark trees. 3. Disposal All materials not designated for salvage and all debris from the removal and demolition operations shall be disposed of by the Contractor. Suitable disposal sites shall be arranged for and secured by the Contractor. The Contractor shall provide proof of proper disposal in accordance with the law, upon request by the Owner and Engineer. All timber, stumps, roots, and other debris or byproducts resulting from the clearing and grubbing operations shall be disposed of by the Contractor in accordance with MnDOT 2104.3D. No wood material over 6 inches in diameter shall be destroyed by burning or burying without first having been offered to the public for use as firewood in accordance with the intent of Minnesota Statute 116F.30. All elm wood that is not disposed of by burning or burying shall be disposed of according to Minnesota Rules 1505.0230, 1505.0240, and 1505.0250. All oak wilt infested trees shall be disposed of according to 1505.0320 and 1505.0340. 4. Temporary Erosion Control Temporary erosion control shall be in accordance with MnDOT 2573. When an MPCA General Construction Storm Water permit is required for the project, the Contractor shall also provide erosion control in accordance with the permit's guidelines. 5. Temporary Rock Construction Entrances Temporary rock construction entrances shall be located at points where the construction vehicles leave the construction site. The rock entrance shall be at least 50 feet long. Geotextile filter fabric shall be placed below the aggregate when necessary to prevent the migration of the underlying muddy soil from contaminating the aggregate. The aggregate shall be placed in a layer at least 6 inches thick. The width of the rock entrance shall be at least 2 feet wider than the widest vehicle leaving the site and of adequate width for turning movements. The rock entrance shall be constructed to permit the truck tires to sink in slightly which helps remove mud from the tires as the truck passes over the pad. The Contractor shall maintain the rock entrance during the course of the project. As the rock voids become clogged with mud and are not effectively trapping sediment, the Contractor shall replace the rock, construct a new rock entrance, or add additional rock to the top of the rock entrance. 6. Silt Fence Silt fence shall be installed as shown on the plans and in locations to prevent sediment settling in undisturbed areas, ditches, bodies of water, or storm sewer systems. The preassembled silt fence shall be constructed with 11/2 inch square, 4 foot long wood support post which shall be spaced at 7 feet or less and shall be driven at least 2 feet into the ground. The fabric shall be attached to the wood post with 1 /2 inch long gun staples. The fabric shall be anchored in a trench dug on the upslope side of the posts . The trench shall be at least 6 inches deep and 6 inches wide. The fabric shall be laid in the trench which is then backfilled and compacted. The Contractor is responsible to maintain the silt fence and shall inspect it immediately after each runoff event and at least daily during the construction. Any required repairs shall be made immediately. When sediment deposits reach approximately half the height of the silt fence, the sediment shall be removed or a second silt fence installed. After restoration work has been completed and the turf has been established, it shall be the Contractor's responsibility to remove and dispose of the silt fence. 7. Bale Checks Bale checks shall be installed as shown on the plans and as directed by the Engineer in areas where flowing water is a concern. Bale checks shall be installed at catchbasins and storm sewer inlets to prevent undesirable infiltration prior to the installation of concrete curb and gutter, pavement, or permanent restoration. When directed by the Engineer, bale checks shall be placed behind the curb to prevent runoff into the storm sewer system. Bales shall be trenched into the ground 4 inches deep and shall be securely anchored using two steel posts or wood stakes per bale. If wood stakes do not securely anchor the bales, steel posts shall be required. The stakes shall be angled toward the previously laid bale and driven into the ground a minimum of 2 feet. Soil shall be compacted on the upslope side of the bales . The bales shall be set back from the inlet 12 to 24 inches . The bales shall surround the storm water inlet to create a rectangular shape with the bale ends tightly abutted, perpendicular or parallel to each other. The Contractor is responsible to maintain the bale checks and shall inspect them . immediately after each runoff event and at least daily during the construction. The Contractor shall make any required repairs immediately. Sediment deposits shall be removed from behind the barriers as needed. When sediment deposits reach SW -5 approximately half the height of the bales, the sediment shall be removed or additional bales installed. Deteriorated, damaged, or rotted bales shall be replaced immediately. 8. Catchbasin Sediment Barriers Catchbasin sediment barriers shall be installed over storm inlets after the concrete curb and gutter or pavement is installed for the project Catchbasin sediment barriers are necessary to keep sediment from entering the storm sewer system and shall be left in place and maintained until the drainage area is stabilized. Wire mesh shall be placed over the grate of the storm inlet with at least on foot of the mesh extending beyond all sides of the grate. The washed gravel shall be at least 12 inches deep over the grate and extend at least 18 inches beyond the grate on all sides. Geotextile shall not be placed over the wire mesh prior to the gravel, since it may become clogged and not provide adequate opening area to allow the water to pass freely. 9. Turf Establishment Turf establishment covers soil preparation, fertilizing, seeding, mulching, and sodding, and shall be in accordance with MnDOT 2575 and as follows: Turf establishment shall proceed as soon as possible after the graded areas have been topsoiled and finish graded, without unnecessary delay before undesirable week growth . or soil erosion occurs . A minimum topsoil depth of 4 inches shall be established from onsite salvage and borrow operations. The underlying soil and topsoil shall be graded in the vicinity of the seeding, to provide a well matched and continuous cross slope at the match point with undisturbed areas. The cross slope shall show a generally curved profile, with an angular discontinuity of no more than 5 degrees between restored and undisturbed areas. Failure to meet a well matched cross slope in accordance with these requirements shall be reason to reject the restoration, without payment, and require its replacement in accordance with these requirements. The seeding Contractor shall be responsible for the proper preparation of the soils, either by his own forces or by others . Seeding shall not be preformed on inadequately prepared soils. The Contractor shall notify the Engineer at least 48 hours, 2 working days, prior to seeding so that proper inspection can be scheduled for the days when application of fertilizer, seed, and mulch occur. Type 1 mulch shall be anchored with a disk, clod buster, or other approved equipment. SW-6 Seeding shall be inspected for acceptance at least 30 growing days after acceptable planting . Areas with no sign of or insufficient growth as determined by the Engineer shall be reseeded and remulched by the Contractor at his expense. Dormant seeding may be allowed in certain cases with special written permission of the Engineer . Dormant seeding may require additional work the following spring prior to acceptance, at the Contractor's expense. 10. Erosion Control Blanket Erosion control blanket shall be in accordance with MnDOT 2575 and installed around all aprons of culverts and storm sewer pipe, in ditch bottoms to be seeded, and on slopes which are 3:1 or greater. The upgrade end of erosion control blanket shall be buried at least 6 inches in a vertical slot in the soil, with the soil being pressed firmly against the embedded blanket. 11. Excavation and Embankment All site grading and street excavation and embankment shall be in accordance with MnDOT 2 105 with the following modifications: 11.1 All excavation shall be common excavation unless separate items are provided on the bid. 11.2 Area of excavation or embankment shall be met for all areas of construction under this contract. 11.3 The following compaction requirements shall be met for all areas of construction under this contract. 11.3.1 Areas Outside Street Right-of-Way Area outside of the street right -of -way shall be compacted to 95 percent of Standard Proctor Maximum Dry density (T -99 or ASTM D -698). 11.3.2 Areas Within Street Right-of-Way Areas within street right-of-way shall meet the following compaction requirements relative to subgrade: SW -7 11.3 ,2.1 Below Upper 3 Feet 11.3.2.2 Upper 3 Feet 11.3.3 Building Pads 11.3.3.1 12. Concrete Block Retaining Wall The zone from 3 feet below the finished subgrade shall be compacted to 95 percent of Standard Proctor Maximum Dry Density (T -99 or ASTM D -698). The zone from finished grade to 3 feet below finished grade, or to the top of the finished subgrade, whichever is greater, shall be compacted to 100 percent of Standard Proctor Maximum Dry Density (T -99 or ASTM D -698) . All backfill inside building perimeter shall be compacted to a minimum 98 % of the Standard Proctor Density (T- 99) ASTM D -1557. Compaction shall be in a zone starting at the pad perimeter and extending down and away from the pad at 1:1 to the intersection with existing ground. 11.3.3.2 All fill material placed for building pads within the 98 % zone of compaction shall be clean granular material. 11.3.3.3 Prior to any filling operation within the building lines, exposed subgrade shall be scarified to a depth of six inches and compacted to a minimum 98 % of the Standard Proctor Density (T -99) ASTM: D698. 11.3.4 Where shown on the plans, areas of fill construction shall comply with requirements of the F.H.A. 79G program. The Contractor shall submit to the Owner the type and color of retaining wall proposed to be used. If the Owner has a preference as to type and color already in use, that shall be provided. The Contractor shall construct the retaining wall in accordance with the manufacturer's recommendations and to the line and grade in the plans. Prior to the cap blocks being installed, the Contractor shall review the nearly finished wall with the Engineer and Owner and make requested alterations. The retaining wall foundation shall consist of a minimum of 6 inches of compacted base material composed of drainage aggregate, sand, or gravel. The foundation elevation shall be according to the plan details or the manufacturer's details for the proposed wall height. Geosynthetic reinforcement shall be placed according to manufacture's details for the proposed wall. A minimum of 12 inches of free draining aggregate horizontal to the retaining wall shall be placed behind the units . Cap units shall be secured to the lower wall units with weatherproof construction adhesive. Units may have to be cut to provide the proper fit. Backfill at the top of the wall shall be cohesive material to divert surface runoff from migrating down behind the wall. METHOD OF MEASUREMENT 1. Temporary Rock construction Entrance Temporary rock construction entrance shall be measured on a square yard basis. Z Clearing and Grubbing Clearing and grubbing shall be measured on an acre basis in accordance with the guidelines in MnDOT 2101.4. 3. Silt Fence Silt fence shall be measured on a linear foot basis. 4. Bale Check Bale checks shall be measured per bale, on an each basis. 5. Catchbasin Sediment Barrier Catchbasin sediment barrier shall be measured on an each basis. 6. Topsoil Salvage topsoil or topsoil borrow shall be measured per computed cubic yard as indicated on the bid. The computed quantity has been based on 4 inches of topsoil restoration over the project area. 7. Seed and Mulch Seed and mulch shall be measured on an acre basis for each type used at the specified rates. SW -9 8. Erosion Control Blanket Erosion control blanket shall be measured on a square yard basis for the area covered for each type. 9. Sodding Sodding shall be measured on a square yard basis for each type. 10. Common Excavation Common excavation shall be measured per computed cubic yards of excavated material in accordance with MnDOT 2105.4A. The plan quantity on the bid schedule shall be considered the quantity for payment unless the scope of the work changes, in which case the changed areas will be computed for payment also. 11. Concrete Block Retaining Wall Concrete block retaining wall shall be measured on a square foot basis . The area for measurement shall include the recommended depth below grade . Any amount greater than recommended by the manufacturer shall not be measured for payment. BASIS OF PAYMENT 1. Temporary Rock Construction Entrance Temporary rock construction entrance shall be paid for at the contract unit price per square yard which includes all material, labor and equipment to install and maintain the temporary rock construction entrance. There shall be no additional compensation for additional rock or replacing of the temporary rock construction entrance. 2. Clearing and Grubbing Clearing and grubbing shall be paid for at the contract unit price per acre, in . accordance with the guidelines in MnDOT 2101.4, which includes all material, labor, and equipment to clear, grub, remove and properly dispose of the trees, brush, stumps, roots, and other plant life, including dead and decayed matter. Silt Fence Silt fence shall be paid for a the contract unit price per linear foot which includes all material, labor and equipment to install and maintain the silt fence and to remove it after turf establishment is complete . There shall be no additional compensation for silt fence which needs to be replaced. SW-10 4. Bale Check Bale checks shall be paid for at the contract unit price per each bale which includes all material, labor, and equipment to install and maintain the bale checks. There shall be no additional compensation for bales which need to be replaced. 5. Catchbasin Sediment Barrier Catchbasin sediment barrier shall be paid for at the contract unit price per each which includes all material, labor, and equipment to install and maintain the catchbasin sediment barrier. There shall be no additional compensation for maintenance, additional rock, or replacing the catchbasin sediment barrier. 6. Topsoil Salvage topsoil or topsoil borrow shall be paid for at the contract unit price calculated per cubic yard. Payment shall include all labor and equipment to strip, excavate, stockpile, haul, respread, and shape to grade the topsoil during the restoration. 7. Seed and Mulch Seed and mulch shall be paid for at the contract unit price per acre, which includes all material, labor and equipment to prepare the soil, apply the fertilizer, sow the seed, and apply the mulch, and to maintain it during the growing period until accepted. 8. Erosion Control Blanket Erosion control blanket shall be paid for at the contract unit price per square yard for each type, which includes all material, labor, and equipment to install and maintain the erosion control blanket. 9. Sodding Sodding shall be paid for at the contract unit price per square yard which includes all material, labor, and equipment to place and maintain the sod. 10. Common Excavation Common excavation shall be paid for at the contract unit price per cubic yard which includes all types of excavated materials, unless there are separate bid items provided. Payment shall include all labor and equipment to strip, excavate, stockpile, place as embankment, compact, and shape to grade. 11. Concrete Block Retainin wall Concrete block retaining wall shall be paid for at the contract unit price per square foot which shall include all labor, materials, and excavation necessary to construct the retaining wall per the plans and manufacturer's recommendations. paw —dzasuamtailawilonagiSSEIr 760002-oak Park Station; 1 Oyr Pre Dev Type 11 24 hr Rainfall =4. O " Prepared by Metro Land Surveying and Engineering Page 1 H irocii 304 ©1 986 - 2001 A lied l icrocom uter S stenIs '1 '1 /28/2O01 Pond 1P: Existing Pond Time span= 0.00 -24.00 hrs, dt =0.50 hrs, 49 points Runoff by SCS TR -2O method, UH=SCS, Type 1124-hr Rainfall =4.20" Reach routing by Stor -lnd +Trans method - Pond routing by StoryInd method Subcatchment IS: Easterly Pre Dev Drainage Area Tc =38.4 min CN=66 Area =6.728 ac f Runoff 3.87 cfs 0.572 af Subcatchment 2S: Middle Pre Dev Drainage Area Tc =36.3 min CN =66 Area=3.876 ac Runoff= 2.62 cfs 0.387 af Subcatchment 3S: Westerly Pre Dev Drainage Area Tc =26 7 min CN=66 Area =4.320 ac Runoff 2.68 cfs 6,433 of Peak Storage= 2.858 af Inflow= 9.10 cfs 1.391 af Outflow= 0.00 cfs 0,000 af Runoff Area 22 13.924 ac Volume = 1.391 af Average Depth = 1 .2O" 760002-Oak Park Station! 10yr Pre Dev Type 11 24 f?ainfa11=4.20" Prepared by Metro Land Surveying and Engineering Page 2 jyo sin 001304 O 1986 -2001 Aed ppli Niicr pcomputer Systems 11/2812001 Subcatchment IS: Easterly Pre Dev Drainage Area 1 Hint: Tc <2dt may require smaller dt Runoff = 3.87 ofs a© 12.52 hrs, Volume= 0.572 of Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 11 24 -hr Rainfall= 4.20 Area a l tesri lion To Length Slope Velocity Capacity Description Q 1 a Li _ i f?e) f tiff f#seo cts 18.9 196 0.0020 02 Sheet Flow, Sheet Flow Fallow n= 0,050 P2= 2.75" 5.4 219 0.0020 0.7 Shallow Concentrated How, Ditch Grassed Waterway Kv= 15.0 fps 14.1 1.2 Shallow Concentrated Flow, Ditch Grassed Waterwa Kv= 15.0 f s 38.4 5.728 66 CN from BRA 10 -4 -01 986 0.0060 1,401 Total Subcatchment 1S: Easterly Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Runoff 7G0002 -Oak Park Station; 1 Oyr Pre Dev Type 1124 - hr Rainfal1= 4.217" Prepared by Metro Land Surveying and Engineering Page 3 jjydroCAD 6.O0 sin 001304 O 1986-2001 A lied Microcom uter S stems 11/28/2001 Subcatchment 2S: Middle Pre Dev Drainage Area (49j Hint: Tc<2dt may require smaller dt Runoff = 2.62 cfs @ 12.51 hrs, Volume= 0.3$7 of Runoff by SCS TR 20 method, liH SC , Time Span= 0.00-24,00 hrs, dt= 0.50 hrs Type 11 24 hr Rainfall= 4.20" Area ac Descri. don 3.876 66 CN from BRA 10 -4 -01 1 79 36.3 "6 481 0.0020 781 Total Tc Length Slope Velocity Capacity Description min feet ftft ftlsec cfs 18.4 300 0.0050 0.3 Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 0.4 Shallow Concentrated Flow, Shallow Concentrated Neari Bare & Untitled Kv= 10.0 f =s Subcatchment 2S: Middle Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 26.7 837 Total 760002.0ak Park Station; 10yr Pre Dev Prepared by Metro Land Surveying and Engineering ciroCAEJADJ,(Alicjat\ppilgcHVIicrocom uter S stems Subcatchment 3S: Westerly Pre Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 2.68 cfs 12.38 hrs, Volume= 0.433 af Runoff by SCS TR-20 method, UM=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 1124-hr Rainfall=4.20" AiLtL( Descripjion 4.320 66 CN From BRA 10-4-01 Subcatchment 3S: Westerly Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type 11 24-hr F?ainfail=4.20" Page 4 11/28/2001 Tc Length Slope Velocity Capacity Description _L)t/ft ft/sec lat_ 18.4 300 0.0050 0.3 Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 2.0 83 0.0050 0.7 Shallow Concentrated Flow, Shallow Concentrated Nearly Bare & Unfilled Kv= 10.0 fps 6.3 454 0.0065 1.2 Shallow Concentrated Flow, Ditch to Pond Grassed Waterwa Kv= 15.0 fis 750002-Oak Park Station; 10yr Pre Dev Type 1124-hr Rainfal1=4.20" Prepared by Metro Land Surveying and Engineering Page 5 HydroCAD® 6.00 sln 0093Q4 O 1996 -2001 Applied Microcomputer Systems 'I 1/28/20Q1 Pond IP: Existing Pond Inflow 9.10 ofs © 1 2.48 hrs, Volume= 1391 af Outflow 0.00 cfs c 9.00 hrs, Volume= 0.900 af, Atten= 100 %, Lag= 0.0 min Routing by Stor --Ind method, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Starting B1ev= 928.60' Storage= 1.475 af Peak Elev= 929.18' Storage= 2.888 af (1.383 af above starting storage) Flood EIev= 934.00' Storage= 18.643 af (17.168 af above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store Wet.Area feet acres feet acre -feet acre -feet acres1 928.00 2.362 1,351.0 0.000 9.000 2.362 929.01 2.556 1,544.0 2.488 2.488 3.383 930.00 2.786 2,389.0 2.670 5.129 9.195 931,00 3.017 2,549.0 2.901 8.029 10.899 932.00 3.293 2,852.0 3.154 11.183 13.889 933.00 3.644 3,262.0 3.467 14.650 18.469 934.00 4.351 4,614.0 3.992 18.643 37.922 938.09 4.864 4,615.0 4.605 23.248 38.039 10 9 8 7 6 5 4 3 2 Pond 1P: Existing Pond Hydrograph Plot ip,„,0,01:ncirlAnreedielf4it' tVZOIREIMMINlerdre AereAlWAW:e 4021 7,4r~dreArge 1 2 3 4 8 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) m Inflow 0 Outflow 0 0' 1) E 0 t:3) o „ 41; a) 2 eL 1 c c c 4 Csi ,C 0 i to L E ° I- v) cn D o co >N. 604 w 2 0 es c` 1 760002-oak Park Station; 10y r Post Dev Type 1124Mr Rainfall=4. 2O" Prepared by Metro Land Surveying and Engineering Page 1 Llyil)fi) 8.00 sin 001 304 © 1986 A Lied Microcom uter S stems 11/28/2001 Pond 1P: Enlarged Pond Time span =0 ±O0 24.00 hrs, dt =0 50 hrs, 49 points Runoff by SCS TR- 0 method, UH =SCS, Type 11 24 -hr Rainfall =4.20/ Reach routing by Stor- Ind+Trans method - Pond routing by Star -ind method Subcatchment 1 S: Easterly Post Dev Drainage Area Tc =27.9 min CN =90 Area =2.060 ac Runoff= 3.56 cfs 0.532 af Subcatchment 2S: Middle Post Dev Drainage Area Tc=9.8 min CN =OO Area = 7.457 ac Runoff= 19.60 cfs 1.932 of Subcatchment 3S: Westerly Post Dev Drainage Area Tc =14.3 min C =90 Area =4.378 ac Runoff= 10.97 cfs 1.134 of Peak Storage= 5.331 af Inflow= 33.85 cfs 3.598 af Outflow= 0.00 cfs 0.000 af Runoff Area =130895 ac Volume = 3.598 af Average Depth = 3.11" 760002 -Oak Park Station! 1 Qyr Post Dev Prepared by Metro Land Surveying and Engineering NY draCADOD 6.00 stn O01304 O 1986 -20 1 Applied Microcomputer Systems Subcatchment I S: Easterly Post Dev Drainage Area [49) Hint: Tc <2dt may require smaller dt Runoff = 3.56 cfs @ 12.23 hrs, Volume= 0.532 of Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type 11 24-hr Rainfall =4.20' jkita ac c Descjpjiga Tc Length slope Velocity Capacity min feet fft ft/sec cfs 2.1 11.7 14.1 27.9 2.060 90 80% Impervious 1 90 0.0050 470 0.0020 986 0.0060 546 Total Description Type 11 24 r a nfall =4.20" Page 11/28/2001 Subcatchment 1S: Easterly Post Dev Drainage Area Hydrograph Plot 0.7 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2 2.75" 0.7 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 1.2 Shallow Concentrated Flow, shallow Concentrated Grassed Waterwa Kv= 15.0 f s 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 760002-Oak Park Station; 10yr Post Dev Prepared by Metro Land Surveying and Engineering H droCADS 6.00 sin 001304 © 1986-2001 A..lied Microcom uter S stems Subcatchment 2S: Middle Post Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 196Ocfs@ 12.01 hrs, Volume= 1.932 af Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 11 24-hr Rainfall=4.20" Area ac CN Desch tion 7.457 90 80% impervious Tc Length Slope Velocity Capacity Description rrlin feet cfs 3.2 156 0.0050 0.8 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2= 2.75" 5.9 558 0.0060 1.6 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.5 148 0,0050 5.1 16.00 Circular Channel (pipe), Pipe Diam= 24.0" Area= 3.1 sf Perm= 6.3t r= 0,50 n= 0.013 0.2 145 0.0070 12.7 724.75 Channel Flow, Channel Area= 57.0 sf Perim= 30.0' = 1.90' n= O.015 9.8 1,007 Total 21 20 19 18 17 16 15 14 - 13 I 12 : 11 10 Lt. 9 8 7 6 5 4 3 2 1 0 01 Subcatchment 2S: Middle Post Dev Drainage Area Hydrograph Plot Type 11 24-hr Rainfal1=4.20" Page 3 11/28/2001 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 TWO (hours) 0 Runoff 760002-Oak Park Station; 10yr Post Dev Prepared by Metro Land Surveying and Engineering H ciroCAEND 6. 00 s/n OPiQ4 1 9862OO1AppUed MkrocomputerSystems Subcatchment 3S: Westerly Post Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 10.97 cfs 12.02 hrs, Volume= 1.134 af Runoff by SCS TR-20 method, UI-I=SCS, Time Span= 0.00-24.00 hrs, dt= 0,50 hrs Type 11 24-hr Rainfall=4.20" Area ac Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 14.3 LI 4.5 9.8 12 11 10 9 8 6 5 4 3 2 1 0 4.378 90 BO% Impervious 232 0.0050 712 0.0065 944 Total 0.9 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2=275" 1.2 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 fes Subcatchment 3S: Westerly Post Dev Drainage Area Hydrograph Plot 01 234 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type 11 24-hr Rainfail=4.20" Page 4 11/28/2001 ill Runoff 760002 -oak Park Station; 10yr Post Dev Prepared by Metro Land Surveying and Engineering ityjagLDM.00 sin 001304 U 1986 -2001 A. •lied Microcom•uter S stems 36 34 32 30 28 26 24 22 a 20 18 It 16 14 12 10 8 6 1 Pond 11': Enlarged Pond 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type 11 24 -hr Rainfall =4.20" Page 5 11/28/2001 Inflow - 33.88 cfs @ 1 2.02 hrs, Volume= 3.898 of Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100 %, Lag= 0.0 min Routing by for -Ind method, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Starting Elev 928.60' Storage= 1.743 af Peak Elev 929.77' Storage= 5.331 af (3.587 af above starting storage) Flood Elev= 934.00' Storage= 22.243 af (20.500 af above starting storage) Plug -Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf .Area Perim. l nc. stare Cum store Wet.Area feet acres feet acre-feet-feetL acre 928.00 2.794 1,613.0 0.000 0.000 2.794 929.00 3,019 1 ,729.0 2.906 2.906 3.503 930.00 3.285 2,309.0 3.151 6.057 7.782 931.00 3.578 2,808.0 3.430 9.487 1 2.447 932.00 3.880 3,110.0 3.728 13.215 1 5.713 933,00 4.486 3,434.0 4,179 17.395 19.587 934.00 5,220 4,968.0 4.848 22.243 43.133 935.00 5.756 5,026.0 5.486 27.729 44.198 Pond 1P: Enlarged Pond Hydrograph Plot 140- goi stra orir" g I wet is re ors offeedree -4 ore vlow ictafe:;izzawfmwtredwowzmoresweismcmw 1 Inflow I Outflow L a) 8 co !r 0 cr • gP D Y,). • m r - a O co " C —cD o 0) co 6 0 ID iv 0 m 13 N' c N 5" E 0 Er 5. LI rt. C 0 3 .-. , wit 00 ca 0 3 0 760002-Oak Park Statit,, 100yr Pre Dev Prepared by Metro Land Surveying and Engineering 131/cimLc © t6-2OO1App Pond 1P: Existing Pond Type 11 24-hr Rainfall=5.90" Page 1 11/28/2001 Time span=0.00-24.00 hrs, dt=0.50 hrs, 49 points Runoff by SCS TR-20 method, UH=SCS, Type 1124-hr Rainfail=5.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-ind method Subcatchment 'IS: Easterly Pre Dev Drainage Area Tc=38.4 min CN=66 Area=5.728 ac Runoff= 8.00 cfs 1.122 af Subcatchment 2S: Middle Pre Dev Drainage Area Tc=36.3 min CI\1=66 Area=3.876 ac Runoff= 5.40 cfs 0.'759 af Subcatchment 35: Westerly Pre Dev Drainage Area Tc=26.7 min CN=66 Area=4.320 ac Runoff 5.48 cfs 0.849 af Peak Storage= 4.191 af Inflow= 18.66 cfs 2.730 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.924 ac Volume 2.730 af Average Depth 2.35" 760002-Oak Park Statioh, 100yr Pre Dev Type 11 24 Rainfaii=5. 90" Prepared by Metro Land Surveying and Engineering Page 2 LlystroCA OQ1,30 1986-20p1 Applied Microcom S Subeatchment 'IS: Easterly Pre Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 8.00 cfs 12,50 hrs, Volume= 1.122 af Runoff by SCS TR-20 method, Ur-I=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 1124-hr Rainfall=5.90" 5.728 66 CN from BRA 10-4-01 Tc Length Slope Velocity Capacity Description jtift Ltisecl_191§L_ 18.9 196 0.0020 0.2 Sheet Flow, Sheet Flow Fallow n= 0.050 P2 2.75" 5.4 219 0.0020 0.7 Shallow Concentrated Flow, Ditch Grassed Waterway Kv= 15.0 fps 12 Shallow Concentrated Flow, Ditch Grassed Waterwa Kv= 15.0 f s 14.1 38.4 1,401 Total u 986 0.0060 Subcatchment 'IS: Easterly Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Runoff 760002-Oak Park Statioto, 100yr Pre Dev Type 11 24-hr Rainfall=5.90" Prepared by Metro Land Surveying and Engineering Page 3 Itis_ 6.0Q, sin 001304 ©1986-2001 Applied Microcompperysems 11/28/2001 Subcatchment 2S: Middle Pre Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 5.40 cfs @ 12.48 hrs, Volume= 0.759 af Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 1124-hr Rainfail=5.90" (acLCN Description 3.876 66 CN from BRA 10-4-01 Tc Length Slope Velocity Capacity Description min feet ft/ft ftisec cfs 18.4 300 0.0050 0.3 17.9 481 0.0020 0.4 781 Total 36.3 0 0 Sheet Flow, Sheet Flow Fallow n= 0.050 P2 2.75" Shallow Concentrated Flow, Shallow Concentrated Nearly_BaretiJIed 12,2_ Subcatchment 2S: Middle Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) 760002-Oak Park Station; 100yr Pre Dev Type 1124-hr Rainfail=5,90" Prepared by Metro Land Surveying and Engineering Page 4 hys_lrocAD® 6.00 sin 001304 © 1986-20ied Mrocornpter Systems 11/28/2001 Subcatchnient 3S: Westerly Pre Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 5.48 cfs 12.31 hrs, Volume= 0.849 af Runoff by SCS TR method, UH=SCS, Time Span= 0.00 hrs, dt= 0.50 hrs Type 1124 Rainfall=5.90" Descri fion 4.320 66 CN From BRA 10-4-01 Tc Length Slope Velocity Capacity min feet ft/ft ft/sec cfs 18.4 2.0 6.3 26.7 300 0.0050 83 0.0050 454 0.0065 837 Total 0.3 Description Subcatchment 3S: Westerly Pre Dev Drainage Area Hydrograph Plot 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Sheet Flow, Sheet Flow Fallow n= 0.050 P2= 2.75" 0.7 Shallow Concentrated Flow, Shallow Concentrated Nearly Bare & Unfilled Kv 10,0 fps 1.2 Shallow Concentrated Flow, Ditch to Pond Gra§seciknlateriyNa 15,0 fat_ 760002-Oak Park Statlork, 100yr Pre Dev Type 11 24 Rainfall=5.90" Prepared by Metro Land Surveying and Engineering Page 5 119 sin 001304 © 1986-2001 A Hed WficrocorTa220er11/28/2001 Inflow = 18..66 cfs 12.45 hrs, Volume= 2.730 af Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Starting Elev= 928.60 Storage= 1.475 af Peak Elev= 929.65' Storage= 4.191 af (2.716 af above starting storage) Flood Elev= 934.00' Storage= 18.643 af (17.168 af above starting storage) Plug-Flow detention time= (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. Inc.Store Cum.Store VVet,Area _iacH___:tELilfeet : Casre-fe911 (acres) _ 1 928.00 2.362 1,351.0 0.000 0,000 2.362 929,00 2,556 1,544.0 2.458 2.458 3.383 930.00 2.786 2,359.0 2,670 5.129 9.195 931.00 3.017 2,549.0 2.901 8.029 10.899 932.00 3.293 2,852.0 3.154 11.183 13.889 933.00 3.644 3,262.0 3.467 14.650 18.469 934.00 4.351 4,614.0 3,992 18.643 37.922 935.00 4.864 4,615.0 4.605 23.248 38.030 20 19 18 17 16 15 14 13 12 2. 11 g 10 9 8 0.00 cfs z /WV; 4 • , • A • Ai/ - F14 7 . 0 1r AL, - _ . • f ';e4 4 Ti 77 V APAP 416 Wardreettrelegreatir 7 6 5 4 3 2 Pond IP: Existing Pond Pond 1P: Existing Pond Hydrograph Plot 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Inflow 0 Outflow 760002-Oak Park Statio. 100yr Post Dev Type /I 24 Rainfall=5.90" Prepared by Metro Land Surveying and Engineering Page 1 c_y jraci32aA00 sin 001_304 ©1986-2001 Applied MicrocpmputerS 11/28/2001 Time span=0.00-24.00 hrs, dt=0.50 hrs, 49 points Runoff by SCS TR-20 method, UH=SCS, Type 11 24-hr Rainfall=5.90" Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment Easterly Post Dev Drainage Area Tc=27.9 min CN=90 Area=2.060 ac Runoff= 5.38 cfs 0.813 af Pond I P: Enlarged Pond Subcatchment 2S: Middle Post Dev Drainage Area Tc=9.8 min CN=90 Area=7.457 ac Runoff= 29.41 cfs 2,951 af Subcatchment 35: Westerly Post Dev Drainage Area Tc=14.3 min CN=90 Area=4.378 ac Runoff= 16.51 cfs 1.732 af Peak Storage= 7.223 af Inflow= 50.92 cfs 5.495 af Outflow= 0.00 cfs 0.000 af Runoff Area = 13.895 ac Volume = 5495 af Average Depth = 4.76" 760002-Oak Park static _ 100yr Post Dev Prepared by Metro Land Surveying and Engineering H droCADo 6.00 001304 Co 1986-2001 A..lied Microcom • uter S stems Subcatchment 18: Easterly Post Dev Drainage Area [ 49] Hint: Tc<2dt may require smaller dt Runoff z 5.38 cfs © 12.22 hrs, Volume= 0.813 of Runoff by SCS TR -20 method, UH=SCS, Time Span= 0.00 -24.00 hrs, dt= 0.50 hrs Type 11 24 -hr Rainfall =5 90" Area ac CN Descri tion 2.060 90 80% Impervious Tc Length slope Velocity Capacity Description rain feet ftlft ft/sec cfs 2.1 11.7 14.1 27.9 F 0 0 3 2 1 90 0.0050 470 0.0020 986 0.0060 1,546 Total 1 0.7 Sheet Flow, Sheet Flow Smooth surfaces n= 9.011 P2= 2.75 0.7 Shallow Concentrated Flow, Shallow Concentrated Grassed Waterway Kv= 15.0 fps 1. 2 shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f • s Subcatchment 15o Easterly Post Dev Drainage Area Hydrograph Plat 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type /1 4 -hr Rainfall= .90" Page 2 11/28/2001 760002-Oak Park Static 1 OOyr Post Dev Prepared by Metro Land Surveying and Engineering H droCADID 6.00 Sin 001304 0 1986-2001 As died Microcom uter S stems Subcatchment 2S: Middle Post Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 29.41 cfs c 12.00 hrs, Volume= 2.951 af Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 1124-hr Rainfall=5.90" Descrjp 7.457 90 80% impervious 9,8 1,007 Total 32 30 28 26 24 22 20 18 16 I 14 12 10 8 6 4 2 0 01 To Length Slope Velocity Capacity Description 3.2 156 0.0050 0.8 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2=2.75 5.9 558 0.0060 1.6 Shallow Concentrated Flow, Shallow Concentrated Paved Kv= 20.3 fps 0.5 148 0.0050 5.1 16,00 Circular Channel (pipe), Pipe Diam= 24.0" Area= 3.1 sf Perim= 6.3' r= 0.50' n= 0.013 0.2 145 0.0070 12.7 724.75 Channel Flow, Channel Area= 57.0 sf Perim= 30.0' r=1.90 = 0.015 Subcatchment 2S: Middle Post Dev Drainage Area Hydrograph Plot 2 3 4 5 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24 Time (hours) Type 11 24-hr Rainfal1=5.90" Page 3 11/28/2001 Runoff. 760002-Oak Park StatioL 100yr Post Dev Prepared by Metro Land Surveying and Engineering J1yst ApIied MicrocomputerSystems Subcatchment 3S: Westerly Post Dev Drainage Area [49] Hint: Tc<2dt may require smaller dt Runoff = 16.51 cfs 12.02 hrs, Volume= 1.732 af Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Type 11 24-hr Rainfall=5.90" (ac CNDescr tion 4.378 90 80% Impervious Tc Length Slope Velocity Capacity Description min feet ft/ft ft/sec cfs 4.5 232 0.0050 9.8 712 0.0065 944 Total 14.3 18 17 16 15 14 13 12 — 11 1 6 10 a: 9 rc 8 7 6 5 4 3 2 1 0 1 0.9 1.2 Subeatchment 3S: Westerly Post Dev Drainage Area Hydrograph Plot 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) Type 11 24-hr Rainfail=5. 90" Page 4 1112812001 Sheet Flow, Sheet Flow Smooth surfaces n= 0.011 P2 2.75" Shallow Concentrated Flow, Shallow Concentrated Grassed Waterwa Kv= 15.0 f s IP Runoff 760002-Oak Park Static 1 OOyr Post Dev Type 11 24-hr Rainfall=5.90" Prepared by Metro Land Surveying and Engineering Page 5 IiyskoCADO 6.00 sin 001304 © 1986-2001 A Hed Microcorrsper S stems 11/28/2001 Pond IP: Enlarged Pond Inflow = 50.92 cfs © 12.02 hrs, Volume= 5.495 af Outflow = 0.00 cfs © 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min Routing by Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.50 hrs Starting EIev= 928.60' Storage= 1.743 af Peak Elev= 930.34' Storage= 7.223 af (5.480 af above starting storage) Flood EIev= 934.00' Storage= 22.243 af (20.500 at above starting storage) Plug-Flow detention time (not calculated) Storage and wetted areas determined by Irregular sections Elevation Surf.Area Perim. InceStore Cum.Store Wet.Area ___IefflALEr2§12±911Iacre-feetl) 928.00 2.794 1,613.0 0.000 0.000 2.794 929.00 3.019 1,729.0 2,906 2.906 3.503 930.00 3.285 2,309.0 3.151 6,057 7.782 931.00 3.578 2,808.0 3.430 9.487 12.447 932.00 3.880 3,110.0 3.728 13.215 15.713 933.00 4.486 3,434,0 4.179 17.395 19.587 934.00 5.220 4,968.0 4.848 22.243 43.133 935.00 5.756 5,026.0 5.486 27.729 44.198 55 50 45 40 35 30 25 20 15 10 5 0.00 de 0 01 4 rAriforlifileff , Pond 1P: Enlarged Pond Hydrograph Plot 1121eXiMIZSTZOMMTMOWIDSMVSKOWArdr 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 Time (hours) ": 1 Inflow t Outflow