Agenda - Planning Commission - 04/24/2025

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STORM DRAINAGE: 1. Unless otherwise indicated, use reinforced, precast, concrete maintenance holes and catchbasins conforming to ASTM C478, furnished with water stop rubber gaskets and precast bases. Joints for all precast maintenance hole sections shall have confined, rubber "0"-ring gaskets in accordance with ASTM C443 These joints are normally used in sewers to hold infiltration and exfiltration to a practical minimum and are adequate for hydrostatic heads upto 30'. The q Y inside barrel diameter shall not be less than 48 inches. 2. Install catchbasin castings with specified rim elevation as shown. 3. All joints and connections in the storm sewer system shall be gastight or watertight. Use flexible compression joints to make watertight connections to manholes in accordance with Minnesota Rules part 4714.0719.6. Where permitted by the administrative authority, approved resilient rubber seals or waterstop gaskets may be used in order to make watertight connections to manholes, catchbasins, and other structures. Use Fernco "Concrete Manhole Adaptors" or "Large Diameter Waterstops", Press -Seal "Waterstop Grouting Rings", or approved equal. Cement mortar joints alone are not allowed unless making repairs or connections to existing lines having such joints. 4. The building sewer starts 2 feet outside of the building. See Uniform Plumbing Code (UPC) part 715.1. Material installed within 2 feet of the building must be of materials approved for use inside of or within the building. 5. The exterior storm water piping must comply with the following requirements: (A) Double wyes may not be used for drainage fittings in the horizontal position (see Minnesota Rules, Chapter 4714, Section 310.5), because proper pipe slope cannot be maintained on both of the lateral branches. (B) Changes in direction in drainage piping must be made by appropriate use of wyes and bends (see Minnesota Rules, Chapter 4714, Section 706.0). When connecting any vertical drop to a horizontal run, use a wye and a 1/8 bend (45 deg), or a sanitary combo. A sanitary combo is a combination wye and a 1/8 bend combined in a single fitting. The reason is to form a long radius bend in order to insure that the waste is directed in the downstream direction as it enters the horizontal run. Tees are not allowed where the direction of flow changes from either vertical to horizontal or horizontal to horizontal. 6. PVC Pipe (Outside of the Building): Use solid -core, Schedule 40 Polyvinyl Chloride (PVC) Plastic Pipe for all designated PVC storm sewer services outside of the building. The PVC pipe shall meet or exceed the industry standards and requirements as set forth by the American Society for Testing and Materials (ASTM) D1785 and D2665. Fittings must comply with ASTM D1866, D2665, or F794. Joints must be approved mechanical or push -on utilizing an elastomeric seal. Use of solvent cement joints is allowed for building services. Solvent cement joints in PVC pipe must include use of ASTM F656 purple primer and cement in accordance with Uniform Plumbing Code (UPC), part 605.13.2. Pipe with solvent cement joints shall be joined with PVC cement conforming to ASTM D2564. The installation must comply with ASTM D2321, which requires open -trench installation on a continuous granular bed. 7. Cleanouts: Install cleanouts on all roof drains. Cleanouts shall be installed at every wye, sweep, and bend. Install cleanouts on all storm sewer services in accordance with UPC part 719.0 and 1101.12. The distance between cleanouts in horizontal piping shall not exceed 100 feet for pipes 4-inch and over in size. Cleanouts shall be of the same nominal size as the pipes they serve. Include frost sleeves and concrete frame and pipe support. Install a meter box frame and solid lid (Neenah R-1914-A, or approved equal) over all cleanouts. Provide cleanouts at the base of the roof leader connections at the gas island pump stations. 8. Fittings: Provide directional fittings for the storm piping serving the gas island pump stations. All changes in direction of flow in drain piping shall be made by the appropriate use of 45 degree wyes, long or short sweep quarter bends, sixth, eighth, or sixteenth bends, or by a combination of these or other equivalent fittings. 9. RCP: Reinforced concrete pipe (RCP) and fittings shall conform to ASTM C76, Design C, with circular reinforcing for the class of pipe specified. Use Class IV RCP for pipes 21" and larger. Use Class V RCP for pipes 18" and smaller. Joints shall be made up of concrete surfaces with a groove on the spigot for an 0-ring rubber gasket (also referred to as a confined 0-ring type joint) in accordance with ASTM C361. These joints are normally used in gravity sewers where exceptional tightness is required. This type of joint provides excellent inherent water tightness in both the straight and deflected position and meets all the joint requirements of ASTM C443. 10. RC Aprons: Install a reinforced concrete apron on the free end of all daylighted RCP storm sewer pipes. Tie the last three sections (including apron) of all daylighted RCP storm sewer with a minimum of two tie bolt fasteners per joint. This requirement applies to both upstream and downstream pipe inlets and outlets. For concrete culverts, tie all joints. Ties to be used only to hold the pipe sections together, not for pulling the sections tight. Nuts and washers are not required on inside of 675 mm (27 inch) or less diameter pipes. 11. Grates on horizontal pipes: Install safety -trash grates on all horizontal inlets/outlets greater than 6 inches in diameter. The grates shall be placed so that the rods or bars are not more than 3 inches downstream of the inlet/outlet. Rods or bars shall be spaced so that the openings do not permit the passage of a 6-inch sphere. 12. Testing: Test all portions of storm sewer that are within 10 feet of buildings, within 10 feet of buried water, lines, within 50 feet of water wells, or that pass through soil or water identified as being contaminated in accordance with the Minnesota Rules part 4714.1109 and UPC part 1109.0. Test all flexible storm sewer lines for deflection after the sewer line has been installed and backfill has been in place for at least 30 days. No pipe shall exceed a deflection of 5%. If the test fails, make necessary repairs and retest. P 13. Draintile: In accordance with Minnesota Rules part 4714.1102.5, use perforated polyvinyl chloride PVC (ASTM D2729) or corrugated polyethylene PE (ASTM F405) on all draintile 3-inches to 6-inches in diameter. Install draintile with high permittivity circular knit polymeric filament filter sock per ASTM 06707-01. MnDot 3733 Type I sewn seam non -woven fabric shall not be used. Draintile pipe directly connected to the storm sewer is classified as storm sewer. Draintile inlet elevations to the catch basins must be above the storm sewer outlet elevations. 14. Use Neenah R-3067-DR/DL casting with curb box, or approved equal, on CB //1, CB#2, CB#4 and CB #5. Casting shall include the "NO DUMPING DRAINS TO RIVER." environmental notice. 15. Use Zurn Z886 trench drain model 8606N with black acid resistant epoxy coated ductile grate - Class C for proposed trench drain 16. Use Neenah Foundry Co. R-1642 casting with self-sealing, solid, type B lid, or approved equal, on all storm sewer maintenance holes. Covers shall bear the "Storm Sewer" label. 17. Trace Wire: Install locating wires on all conductive and non-conductive storm sewer, sanitary sewer, and water lines in accordance with the Minnesota Rural Water Association (MRWA) Trace Wire Specification Guide and Details (www.mrwa.com/PDF/TracerWireSpecGuideFinalweb9.pdf). Use #12 HDPE-insulated copper -clad steel wire rated for underground service. The color of the insulating jacket shall be as follows: ground=red, storm sewer=green, sanitary sewer=green, and water lines=blue. Install the wire on the bottom side of the pipe below the spring line. Fasten the wire to the pipe with tape or plastic ties at 5' intervals. Do not wrap the trace wire around the corresponding utility. Do not connect the trace wire to existing conductive utilities. Use Copperhead Dryconn 3-Way or Locking Snake Bite connectors rated for underground direct bury applications or approved equal at all crossings or service connections. Twist on connectors are not allowed. Trace wire must be properly grounded at all dead ends and services. Install grade-level/in-ground trace wire access boxes and drive-in magnesium grounding anodes at all dead ends, services, and fire hydrants. Trace wire access boxes shall be color coded as follows: storm sewer=green, sanitary sewer=green, and water lines=blue. 18. Detectable Warning Tape: Install detectable underground warning tape directly above all underground utilities at a depth of 457 mm (18 inches) below finished grade, unless otherwise indicated. Underground warning tape shall be 3-inches wide with a minimum 5.0 mil overall thickness. Tape shall be manufactured using a 0.8 mil clear virgin polypropylene film, reverse printed and laminated to a 0.35 mil solid aluminum foil core, and then laminated to a 3.75 mil clear virgin polyethylene film. The aluminum backing makes underground assets easy to find using a non-ferrous locator. Tape shall be printed using a diagonally striped design for maximum visibility and meet the APWA Color -Code standard for identification of buried utilities. Use Pro -Line Safety Products (www.prolinesafety.com) detectable marking tape or approved equal. 19. Install anti -seepage diaphragms at the locations indicated on the plan in accordance with MNDOT Standard Specification 2501 and MNDOT Standard Plate No. 3146C. 20. The minimum depth of cover for building and canopy roof drain leaders without insulation is 5 feet. Insulate roof drain leaders at locations where the depth of cover is less than 5 feet. Provide a minimum insulation thickness of 2 inches. The insulation must be at least 4 feet wide and centered on the pipe. Install the insulation boards 6 inches above the 868.5 CONCRETE WEIR WALL 5" ORIFICE FLOW 863.5 GALVANIZED GRATE (SPLIT) 4"X4" OPENINGS 863.5 867.5 861.5 OUTLET CONTROL STRUCTURE 113 tops of the pipes on mechanically compacted and leveled pipe bedding material. Use high density, closed cell, rigid board material equivalent to DOW Styrofoam HI-40 plastic foam insulation. 21. Install all pipe with the ASTM identification numbers on the top for inspection. Commence pipe laying at the lowest point in the proposed sewer line. Lay the pipe with the bell end or receiving groove end of the pipe pointing upgrade. When connecting to an existing pipe, uncover the existing pipe in order to allow any adjustments in the proposed line and grade before laying any pipe. Do not lay pipes in water or when the trench conditions are unsuitable for such work. 22. Line ponds with 2' thick impervious clay liner per detail. 23. Clean sediment and debris from sewers, sumps and stormwater basins prior to final owner acceptance. 24. Televise all existing lines prior to connection. 25. Provide a final storm water management report that will serve to verify that the intent of the approved storm water management design has been met. The report shall include record drawings, measurements, and photographic evidence of the as -built storm water management system. The report shall substantiate that all aspects of the original design have been adequately provided for by the construction of the project. 26. Install finger drains at each and every proposed catchbasin (see detail). Finger drains around catch basin inlets shall not be installed below the crown of the storm drain piping. HDPE REQUIREMENTS: 1. Install dual -wall, smooth interior, corrugated high -density polyethylene (HOPE) pipe at locations indicated on the plan. High -density polyethylene (HOPE) storm sewers must meet ASTM F714 (see Minnesota Rules, Chapter 4714 and Installation Standard 1). 2. Dual -wall, smooth interior, corrugated high -density polyethylene (HOPE) pipe shall conform to the requirements of AASHTO M252 for pipe sizes 4-inch to 10-inch diameter. Dual -wall, smooth interior, corrugated high -density polyethylene (HOPE) pipe shall conform to the requirements of ASTM F2306 (virgin PE material) for pipe sizes 12-inch to 60-inch diameter. 3. All fittings must comply with ASTM Standard D3212 4. Water -tight joints must be used at all connections (including structures) in conformance with ASTM F2510. 5. HOPE pipe connections into all concrete structures must be made with water tight materials utilizing Nyoplast "Manhole Adaptors" along with Press -Seal or Kor-N-Seal "Watertight Connector", Cast -A -Seal "Precast Watertight Connector", or approved equals. Where the alignment precludes the use of the above approved watertight methods, Conseal 231 Waterstop sealant, ar approved equal will only be allowed as approved by the Administrative Authority. 6. Lay all HOPE pipe on a continuous granular bed. Installation must comply with ASTM D2321. All sections of the corrugated HOPE pipe shall be coupled in order to provide water -tight joints. 7. Perform deflection tests on all HOPE pipe after the sewer lines have been installed and backfill has been in place for at least 30 days. No pipe shall exceed a deflection of 5%. If the test fails, make necessary repairs and perform the test again until acceptable. Supply the mandrel for deflection testing. If the deflection test is to be run using a rigid ball or mandrel, it shall have a diameter equal to 95% of the inside diameter of the pipe. The ball ar mandrel shall be clearly stamped with the diameter. Perform the tests without mechanical pulling devices. SEED MIXTURES IN ACCORDANCE WITH LANDSCAPE PLAN 3:1 SLOPE 1 3 UPLAND 10:1 SLOPE 10 10:1 AQUATIC BENCH AT POND PERIMETER VARIES 10 FEET i�j\/j/j//AA // /v/v/v/i/v/y i ANCHOR TRENCH IN ACCORDANCE WITH MANUFACTURER. LINER TO EXTEND TO HWL OF BASIN. 60 MIL HDPE POND LINER: LINER SHALL BE TEXTURED AND MEET NRCS 313, WASTE STORAGE FACILITY TECHNICAL STANDARD. LINER TO BE INSTALLED PER NRCS WISCONSIN CONSTRUCTION SPEC. 202 AND MANUFACTURER RECOMMENDATIONS. 4 IN. HYDRIC/ORGANIC SOIL 2 FT. CLAY LINER /VA/��AAA., / 3:1 SLOPE 1 3 VARIES POND NORMAL WATER LEVEL (NWL) / / / w//y/%/%/%/<' ivy/%/%/%/i %/i/ % �A/AAAA /A /A//AA//AA//AA//AA w//vlivvv/v/\/y, POND BOTTOM 6 INCHES CLASS 3 RIPRAP PER MNDOT 3601 12 INCHES CLEAN COMPACTED SOIL FILL. FREE OF DEBRIS THAT WILL PUNCTURE LINER. 6 INCHES CLEAN COMPACTED SOIL FILL. FREE OF DEBRIS THAT WILL PUNCTURE LINER. ALTERNATE 2 FT. THICK CLAY LINER: CLAY FOR POND LINER SHALL BE INORGANIC COHESIVE SOIL WITH A UNIFIED SOIL CLASSIFICATION OF CL OR CH MEETING THE FOLLOWING CRITERIA: • LIQUID LIMIT (LL): 50 > LL > 25 • PLASTIC INDEX (PI): PI > 12 • PERCENT FINER THAN #200 SIEVE: > 50% (WET SIEVE) • PERCENT FINER THAN 1 INCH: > 95% • MAXIMUM PARTICLE SIZE: 2 INCH (WET SIEVE) • LINER THICKNESS: 2 FEET MIN. • COMPACTION REQUIREMENT: 95% OF STANDARD PROCTOR MAXIMUM DRY DENSITY • MAXIMUM HYDRAULIC CONDUCTIVITY OF COMPACTED SAMPLE AT 95% OF MAXIMUM DENSITY (ASTM D-698): 1x10E-7 CM/SEC. • CLAY LINER IS TO BE INSTALLED AND DOCUMENTED PER NRCS WISCONSIN CONSTRUCTION SPECIFICATION 300, CLAY LINERS. POND WITH LINER INFILTRATION AREA CONSTRUCTION: 1. Protect the infiltration area from compaction and disturbance of existing soils. 2. Report any signs of high water table ar compaction of the in place soils to the Engineer. 3. Schedule the construction so that excavation of the infiltration system to final grade occurs after the contributing drainage areas have been constructed and fully stabilized. Excavate the infiltration areas to within one foot of final grade initially. Delay final excavation of the basin floor until at disturbed areas tributary to the basin are stabilized. Utilize tracked excavation equipment that has relatively light bearing pressures. No heavy equipment is allowed on the infiltration areas before or after construction. 4. Delineate the location of infiltration areas (e.g. with flags, stakes, signs, silt fence, etc.) before work begins so that heavy construction equipment wit not compact the soil in the proposed infiltration system. P P P Y 5. Excavation of infiltration areas shall be completed using a backhoe with a toothed bucket. 6. The bottom excavations surface of infiltration areas shall be level without dips or swales. 7. Native soils in infiltration areas shall be de -compacted to a minimum depth of 18 inches prior to placing planting media or rock. 8. Planting media and rock shall remain uncontaminated (not mixed with other soil) before and during installation. 9. During construction, stormwater must be routed around infiltration areas until at construction activity has ceased and tributary surface are cleaned of sediment. 10. Installation of infiltration practices shall be done during periods of dry weather and completed before the rainfall event. Placement of planting media or rock shall be on dry native soil only. 11. Use rigorous erosion prevention and sediment controls (e.g. diversion berms) during the construction of the infiltration system in order to keep sediment and runoff completely away from the infiltration area. 12. Inspect at infiltration areas in order to ensure that no sediment from ongoing construction activity is reaching the infiltration areas and that these areas are protected from compaction due to construction equipment driving across the infiltration areas 13. Prior to construction, provide dual -ring infiltrometer testing (ASTM D-3385) at the infiltration site in order to to verify infiltration rates used for the basin design. The tests shall be performed at the bottom elevation of the infiltration basin and shall be performed by a qualified geotechnical professional. Do not begin construction until soil type and infiltration rate verification has been made. Perform a minimum of 2 tests at each infiltration site (0.5-acre bottom area or less). Perform 2 additional tests for every additional 0.5-acre of bottom area. Verify the number of tests with the geotechnical professional and the governing authorities. 14. 2.5' of engineered soil is to be used as the surface layer of the infiltration basin. It shall consist of 40% by volume silica sand, topsoil (20% by volume if loam texture, 30% by volume if sandy loam or loamy sand texture), and 30%-40% by volume compost material. 15. Coarse filter aggregate shall be a free draining mineral product, excluding crushed carbonate quarry rock, limestone, crushed concrete, and salvaged bituminous mixture. 16. After final grading, tit the floor of the infiltration area to a depth of at least 18 inches in order to provide a wet aerated, porous surface texture. Tit in 6 inches of compost material if the soils become compacted. 17. Place at excavated materials downstream and away from the infiltration area during and after excavation. 18. Stabilize the bottom and sideslopes of the infiltration area immediately following construction of the basin. 19. Use native MN state seed mixture 33-261. Apply seed mixture at a rate of 35 Ibs per acre in accordance with MNDOT Standard Spec. 2575. Incorporate a Type 3 fertilizer (slow release type with 10 week residual) consisting of 22-5-10 (%N-P-K) into the soil at an application rate of 200 Ibs per acre by disking prior to seeding. Prepare the soil in accordance with MNDOT Standard Spec. 2574.3 20. Establish native seed mix in accordance with MNDOT Standard Spec. 2575.3. Seed native mixes with a native seed drill, a drop type seeder, or a hydro seeder at the adjusted bulk application rate of each mixture. Use a drill capable of accurately metering the types of seed planted and capable of maintaining a uniform mixture of seeds during drilling. Use a drill with disk furrow openers and a packer assembly to compact the soil directly over the drill row. Seed native mixes in rows spaced no greater than 8 inches apart. Place seeds to a final planting depth from 5 inch to 1 inch. Perform drill seeding at a right angle to surface drainage. A drop type seeder equipped with a separate seed box for the fluffy seed and a soil packer assembly may be used in lieu of a drill with disc openers. Use a cyclone or spinner type seeder on areas no greater than 1 acre or on areas inaccessible to other equipment, as approved by the Engineer. Lightly harrow or rake the site following the seeding operation. Pack the site following harrowing in order to ensure a firm seed -bed. 21. Comply with the requirements of MNDOT Standard Spec. Table 2575-1 for season of planting native seed mixtures. The appropriate dates for spring seeding are from April 15 through July 20. Fat seeding dates are from September 20 to October 20. Dormant seeding dates are from October 20 to November 15. Dormant seeding wit only be allowed if the maximum soil temperature at a depth of 1 inch does not exceed 40 degrees F in order to prevent germination. When the dates in the season of planting prohibit seeding of the permanent seed mixture, apply temporary seeding and mulch in order to comply with the requirements of the GENERAL STORMWATER PERMIT FOR CONSTRUCTION ACTIVITY and then apply permanent seeding at a later date. 22. Water and maintain seeded areas on a timely day-to-day basis. In the event of a seeding failure, reseed and remulch the areas where the original seed has failed togrow andperform additional wateringas necessaryat no additional cost to the Owner. 23 Maintenance of Areas Planted With Native Seeds: To reduce weed establishment, mow 2 to 3 times (30 days apart) during the first year with the mower deck about 6" - 8" off the ground. Mow one time during the 2nd year before weeds set their seeds. Mow once every 3 to 5 years following the initial 2 years of maintenance in order to remove dead plant material and stimulate new seed. TABLE OF QUANTITIES RIPRAP AT RCP OUTLETS CLASS II d50 = 6" CLASS III d50 = 9" CLASS IV d50 = 12„ DIA. OF ROUND PIPE (IN.) L (FT.) GEO- TEXTILE FILTER (SQ.YD.) GRANULAR FILTER UNDER APRON (CU.YD.) 12" DEPTH RIPRAP (CU.YD.) GEO- TEXTILE FILTER (SQ.YD.) GRANULAR FILTER UNDER APRON (CU.YD.) 18" DEPTH RIPRAP (CU.YD.) GEO- TEXTILE FILTER (SQ.YD.) GRANULAR FILTER UNDER APRON (CU.YD.) 24" DEPTH RIPRAP (CU.YD.) 12 15 18 21 24 27 30 36 42 48 8 8 10 10 12 12 14 16 18 20 16.9 18.0 22.4 24.1 29.7 31.4 37.4 45.9 52.8 61.1 0.2 0.2 0.3 0.4 0.5 0.6 0.8 1.1 1.2 1.5 3.0 3.2 4.3 4.7 6.2 6.6 8.2 10.6 12.5 14.8 LO CO (O Y Q N LO lil co 1f1 GI O N N re, In .-.O r- tO NN P]In •ct Ll)LO rO LOCO Old W W 4.4 4.8 6.4 7.1 9.2 9.9 12.3 15.8 18.7 22.2 22.6 23.9 29.0 30.9 37.3 39.2 46.0 55.4 63.0 72.0 0.3 0.4 0.5 0.7 1.0 1.2 1.5 2.1 2.3 2.9 5.9 6.4 8.5 9.4 12.3 13.2 16.4 21.1 24.9 29.6 TABLE OF QUANTITIES RIPRAP AT RCP -A OUTLETS CLASS II d50 = 6" CLASS III d50 = 9" CLASS IV d50 = 12' SPAN OF PIPE ARCH (IN.) L (FT.) GEO- TEXTILE FILTER (SQ.YD.) GRANUL FILTER UNDER APRON (CU.YD.) 12" DEPTH RIPRAP (CU.YD.) GEO- TEXTILE FILTER (SQ.YD.) GRANUL FILTER UNDER APRON (CU.YD.) 18" DEPTH RIPRAP (CU.YD.) GEO- TEXTILE FILTER (SQ.YD.) GRANUL FILTER UNDER APRON (CU.YD.) 24" DEPTH RIPRAP (CU.YD.) 22 28 36 43 51 58 O NC LO CO N 22.4 29.5 37.3 45.9 52.5 59.9 0.3 0.5 0.8 1.1 1.2 1.3 4.1 5.7 7.5 9.5 11.3 13.2 25.6 33.2 41.5 50.5 57.5 65.2 0.4 0.7 1.1 1.6 1.7 1.9 6.1 8.5 11.2 14.3 16.9 19.8 O m In I- F al r-1I11n N0 0.5 0.9 1.5 2.1 2.3 2.5 8.1 11.3 14.9 19.0 22.5 26.4 B •;i:..:._ _... .�� + of et. 41 "A - .-1� �� Ii 1.D' 0 /,��,, ••�'� . •00 ,�0• RIPRAP ...A1.....1'A „., //A• gibe* 8 1 - Ir. 1� 11 ED ONO O``•., GEOTEXTILE FILTER 0 0 GRANULAR CUSHION ilewl lP 4"%�00. •� 4110 1 11� pow; s\ j SECTION B-B 1,1111 M. NOTES: q L B REQUIREMENTS FOR GEOTEXTILE TYPE. RIPRAP SIZE AND THICKNESS WILL BE DESIGNATED IN THE PLANS. PIPE SIZES LARGER THAN THOSE SHOWN REQUIRE A SPECIAL DESIGN. 0 FOR PIPES GREATER THAN OR EQUAL TO 30", USE 1.5'. PLAN 0 GEOTEXTILE FILTER, SPEC. 3733, SHALL COVER THE BOTTOM AND SIDES OF THE AREA EXCAVATED FOR THE RIPRAP, GRANULAR FILTER MATERIALS. RIPRAP O DIMENSION E I5 GIVEN ON STANDARD PLATES 3100 AND 3110. 112' 111 Q GRANULAR FILTER, SPEC.3601, MAY BE USED AS A 1.0' 0CUSHION LAYER. PLACE FILTER PER SPEC.2511. THE CUSHION LAYER IS INCIDENTAL. X"(xN'�S a' `01101� Q5 GRANULAR FILTER OR RIPRAP, SPEC. 3601, TO EXTEND '.."'� '�''' ��1/Ii../.r�� UNDER ENTIRE OPEN PORTION OF PIPE APRON. DEPTH OF ��II�I�� 2' MATERIAL UNDER APRON SHALL MATCH RIPRAP DEPTH. GRANULAR FILTER © WHEN USING RIPRAP INCREASE RIPRAP QUANTITY GEOTEXTILE FILTER 0 0 ACCORDINGLY AND PLACE A 3" LATER OF 1.5" GRANULAR CUSHION CRUSHED ROCK UNDER THE APRON TO AID IN GRADING SECTION A -A FOR APRON PLACEMENT. CRUSHED ROCK IS INCIDENTAL. APPROVED DECEMBER 9,2013 STATE DESIGN ENGINEER STATE OF MINNESOTA DEPARTMENT OF TRANSPORTATION RIPRAP AT RCP OUTLETS SPECIFICATION REFERENCE 3100 IO 36360011 3733 2511 STANDARD PLATE NO. 3 1 3 3 D 1" PVC ANTI -SIPHON PIPE ADAPTER 6.50" REMOVABLE WATERTIGHT 022.00" ACCESS PORT, 6" OPENING 018.00" R9.00" 25.00" T R12.00" R10.00" 9.00" 27" 16" 20.00" 24.00" FRONT T P LAN DESIGNED TO FIT 48"-60" DIAM. STRUCTURES RECOMMENDED SUMP DEPTH 2.5 TO 3X OUTLET PIPE I.D. 14.18" 14.18" SIDE U.S. PATENT #6126817ADDITONAL PATENTS PENDING BMP, INC. 53 MT. ARCHER ROAD, LYME, CT. 06371 (800) 504-8008 FAX: (860)434-3195 DESCRIPTION 18R SNOUT OIL & DEBRIS STOP DATE 09/06/99 SCALE NONE DRAWING NUMBER 18R 1" PVC-\ ANTI -SIPHON PIPE ADAPTER 024.0000 REMOVABLE WATERTIGHT ACCESS PORT, 10" OPENING 10.0000 2.0000 12. 001 19.9999 26.0000 30.0000 FRONT PLAN DESIGNED TO FIT 48"-60" DIAM. STRUCTURES RECOMMENDED SUMP DEPTH 2.5 TO 3X OUTLET PIPE I.D. 16 18.0000 U.S.PATENT #6126817ADaiioNA1. PAIENIS PENDING BMP, INC. 53 MT. ARCHER ROAD, LYME, CT. 06371 (800) 504-8008 FAX: (860)434-3195 DESCRIPTION DATE SCALE 24R SNOUT OIL 09/13/99 NONE & DEBRIS STOP DRAWING NUMBER 24R lEwIK TRIP KwIK SrfrR KWIK TRIP, Inc. P.O. BOX 2107 1626 OAK STREET LA CROSSE, WI 54602-2107 PH. (608) 781-8988 FAX (608) 781-8960 0xxCARLSON ENCiINEERINt 3890 PHEASANT RIDGE DRIVE NE, SUITE 100, BLAINE, MN 55449 TEL 763.489.7900 \ FAX 763.489.7959 CARLSON-ENGINEERING.COM I hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Name: Daniel J. Wilke, P.E. Signature: auglAz Date: 01/30/25 License #:53182 STORM SEWER NOTES & DETAILS EORI VASI kRMS # DATE DESCRIPTION / \ 03/10/25 Per Owner Comments 04/08/25 Per City Comments DRAWN BY DJW SCALE GRAPHIC PROJ. NO. 11224-00 DATE 2025-01-30 SHEET 1782 C301