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HomeMy WebLinkAbout0403_AnsonLF_ESCPlan_20000601IIIIIIU► r,,;; i., _ REPORT PROJECT NO.; R97-875-686 TASK 58 FEBRUARY 1998 [r!Fac/Perm/Co Io d ate =DIN 0 EROSION AND SEDIMENTATION CONTROL PLAN PHASE 1 AND ASSOCIATED BORROW AREAS ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY ANSON COUNTY, NORTH CAROLINA PREPARED FOR: e CHAMBERS WASTE SYSTEMS OF NORTH CAROLINA subsidiary of ALLIED WASTE SERVICES, LLC WADESBORO, NORTH CAROLINA ALMES & ASSOCIATES INC. • PITTSBURGH, PA BECKLEY, WV RALEIGH, NC PROJECT NO.: R97-875-686 TASK5B FEBRUARY 1998 REPORI - EROSION AND SEDIMENTATION CONTROL PLAN PHASE 1 AND ASSOCIATED BORROW AREAS rr ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY ANSON COUNTY, NORTH CAROLINA EROSION AND SEDIMENTATION CONTROL PLAN PHASE I AND ASSOCIATED BORROW AREAS ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY - ANSON COUNTY, NORTH CAROLINA TABLE OF CONTENTS LIST OF APPENDICES AND FIGURES nz `.- 1.0 OVERVIEW 1 1.1 PROJECT DESCRIPTION 1 1.2 SITE DESCRIPTION 1 2.0 PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES 2 3.0 CONSTRUCTION SCHEDULE 4 4.0 MAINTENANCE PLAN 6 5.0 VEGETATION PLAN SEEDING SPECIFICATIONS AND SCHEDULES 7 5.1 TEMPORARY SEEDING 7 .....:....... 5.1.1 Temporary Seeding Recommendations for Late Winter an Early Spring 8 5.1.2 Temporary Seeding Recommendations for Summer 8 5.1.3 Temporary Seeding Recommendations for Fall 9 5.2 PERMANENT SEEDING 10 5.2.1 Soil Amendments 10 777 5.2.2 Mulch 10 5.2.3 Maintenance 10 5.3 SEEDBED PREPARATION I I 5.3.1 Fill Slopes 3H:1 V or Steeper (Permanent Seedings) to be Seeded with a Hydraulic Seeder 11 5.3.2 Fill Slopes 3H:1 V or Steeper (Temporary Seedings) 11 5.3.3 High Maintenance Turf 11 -% 5.3.4 Gently or Flat Slopes where Topsoil is Used 12 5.4 SEEDING METHODS 12 5.4.1 Fill Slopes Steeper than 3H:1 V (Permanent Seeding) 12 5.4.2 Gentle to Flat Slopes on Temporary Seedings 12 5.5 MULCH 12 5.5.1 Steep Slopes (311:1V or Greater) 12 5.5.2 High -Maintenance Vegetation and Temporary Seedings 12 -1- '.' TABLE OF CONTENTS (Continued) 5.5.3 Grass Lined Channels 5.6 MAINTENANCE 5.6.1 Steep Slopes (3H:1V or Greater) 5.6.2 High -Maintenance Vegetation and Temporary Seedings 5.6.3 Grass Lined Channels 6.0 CONSTRUCTION OF EROSION AND SEDIMENTATION CONTROLS 6.1 GENERAL 6.2 CUT SLOPE ROUGHENING 6.2.1 Construction Specifications 6.2.2 Maintenance 6.3 RIPRAP LINED DIVERSION CHANNELS 6.3.1 Construction Specifications 6.3.2 Maintenance 6.4 GRASS LINED DIVERSION CHANNELS 6.4.1 Construction Specifications 6.4.2 Maintenance 6.5 SEDIMENT FENCE 6.5.1 Construction Specifications 6.5.2 Maintenance 6.6 SEDIMENT BASIN 6.6.1 Construction Specifications 6.6.2 Maintenance 6.7 OUTLET STABILIZATION STRUCTURES 6.7.1 Construction Specifications 6.7.2 Maintenance 7.0 CLOSING APPENDICES FIGURES 13 13 13 13 13 13 13 15 15 15 16 16 17 17 17 17 18 18 19 19 19 21 21 21 22 22 LIST OF APPENDICES APPENDIX TITLE A FINANCIAL RESPONSIBILITY/OWNERSHIP FORM B SUPPORTING CALCULATIONS C EROSION AND SEMIENTATION CONTROL PLAN CHECKLIST LIST OF FIGURES FIGURE__ NO, T I SITE LOCATION MAP 2 CELL 1A/1B CONSTRUCTION, PLAN VIEW 3 CELL 1D CONSTRUCTION, PLAN VIEW 4 CELL 1C CONSTRUCTION, PLAN VIEW 5 CELL 1E CONSTRUCTION, PLAN VIEW 6 BORROW AREA A, PLAN VIEW 7 SOIL EROSION AND SEDIMENTATION CONTROL DETAILS 8 DETAILS, CONSTRUCTION SCHEDULE AND MAINTENANCE PLAN !: EROSION AND SEDIMENTATION CONTROL PLAN PHASE I AND ASSOCIATED BORROW AREAS ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY ANSON COUNTY, NORTH CAROLINA 1..0 OVERVIEW 1.1 PROJECT DESCRIPTION Anson County Solid Waste Management Facility is in the beginning stages of facility development. The initial phase of development will include Phase 1 landfill construction and borrow area development. In order to begin construction, a permit for these activities is necessary at this time. The scope of work for this project is shown on Figures 2 through 6 and is described within this report. The purpose of this report is to provide an Erosion and Sedimentation (E&S) Control Plan for the construction of Phase 1 (Cells 1A, 1B, 1C, 1D, and 1E) of the landfill, for the development r, of the borrow area, and for the construction of the miscellaneous ancillary structures associated with the Anson County Solid Waste Management Facility (Anson County). L2 SITE DESCRIPTION The Anson County Solid Waste Management Facility is located off U.S. Route 74 between Polkton and Wadesboro, North Carolina. The facility will be located on a 790-acre site and will be operated by Chambers Waste Systems of North Carolina, a subsidiary of Allied Services, LLC. (Allied). The facility will accept all types of non -hazardous municipal solid waste. As designed, the landfill will provide a gross disposal volume of approximately 19,000,000 cubic yards. The site is primarily undeveloped and wooded at this time; however, prior to initial construction of the landfill and borrow area development, an entrance road, recycling building, and administration building will be constructed at the site. The construction of those structures has been addressed and permitted under a separate E&S Control Plan, dated November 1997 and approved by Mr. Gerald Lee, Assistant Regional Engineer, Land Quality Section in a letter to Mr. Brian Card on December 11, 1997. Note that this area is currently being cleared of trees by a logging company, however the soil is presently undisturbed. Proposed construction activities addressed in this plan will involve clearing and grubbing, grading, sedimentation basin construction, borrow area development, bridge construction, and excavation for landfill construction. The total combined disturbed acreage for the construction is approximately 73.0 acres, 1. 2. ki H 5. 2.0 PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES Temporaa Gravel Construction Entrance/Exit - Practice 6.06 A temporary gravel construction entrance/exit will be constructed on the north side of the bridge over the CSX railroad prior to construction of any structure on that side of the bridge. This temporary construction entrance/exit will be constructed of 2- to 3-inch diameter aggregate placed a minimum of 6 inches thick. The temporary construction entrance will be a minimum of25 feet in width and 50 feet in length Sediment (Silt) Fence - Practice 6.62 A silt fence will be used in various locations throughout the disturbed areas to prevent sediment -laden runoff from migrating off -site. The proposed location of the silt fence is presented on Figures 2 through 6. Figure 7 presents a detail of the silt fence. Riprap Lined Channels - Practice 6.31 Permanent riprap lined channels will be constructed in various locations throughout the disturbed area to convey runoff to the sediment basin. The riprap channels are shown in plan on Figures 2 through 5, and a detail for the channels and a channel schedule are presented on Figure 7. Grass Lined Diversion - Practice 6.30 A temporary grass lined diversion channel will be constructed to divert clean stormwater runoff around the disturbed area. The temporary diversion shall be lined with a temporary channel lining, such as net with straw mulch, until vegetation is established and functioning properly. The grass lined diversion channel is shown in plan on Figures 4 and 5, and a detail and schedule for the channel are presented on Figure 7. Sediment Basin - Practice 6.61 A sediment basin was constructed on the western side of the access road to desilt sediment - laden water from the construction area prior to discharge to clean waters during access road construction. This basin will remain in place during landfill construction to desilt sediment- -2- (Rev. 4/98) jE t= laden runoff from the borrow area during use. The location of this basin is shown on Figure 6, and the basin details can be found on Figure 8, Note that the basin has been approved with the previously submitted E&S plan for the access road construction. Therefore, no design calculations for this basin are included with this plan. A sediment basin (Sediment Basin No. 1) is also to be constructed under this E&S plan. Sediment Basin No. 1 will be constructed on the eastern perimeter of the Phase 1 disposal area to desilt sediment -laden water from the Phase 1 area prior to discharge to clean water during and following construction. The location of this basin is shown on Figures 2 through 5; and details of the basin and associated structures are presented on Figure 8. 6, Outigt Stabilization Structure - Practice 6.41 An outlet stabilization structure (riprap apron) will be constructed to ensure that erosion will not take place at the outlet point of the Sediment Basin No. 1 discharge structures. The locations of the aprons are presented on Figures 2 through 5, and the apron details are presented on Figure 7. 7. Surfact Roghening - Emfio Any disturbed areas that are to be vegetated will be lightly roughened just prior to vegetating. 8. Dust Control - Practice 6.84 No formal design procedure is given for dust control. Dust control measures will be utilized as necessary through dry weather periods until all disturbed areas have been stabilized. 9. Surface Stabilization Surface stabilization will be accomplished by several methods. Vegetation and mulch will be applied as soon as practical as specified in the vegetation plan. Roadways will be stabilized by placing gravel on the surface. Soil preparation will be done according to the specifications contained in this plan. Any temporary seeding (Practice 6.10) and all permanent seeding (Practice 6.11) will be performed in accordance with the vegetation plan included in this plan. -3- 3.0 CONSTRUCTION SCHEDULE In accordance with North Carolina Department of the Environment and Natural Resources (NC DENR) requirements, the construction schedule is provided on the following table and on Figure S. Construction Schedule The following is the anticipated sequential order of construction activities which will take place to develop the landfill and borrow areas at the Anson County Solid Waste Management Facility. Item - N o . Construction Description INSTALL SOIL E&S CONTROL FOR THE PHASE 1 AREA AND BORROW AREA CONSTRUCTION Install E&S controls prior to grading or earthmoving activities associated with the Phase 1 area and Borrow Area construction. l Obtain E&S control plan approval and other applicable permits. 2 Clearly delineate in the field the limits of earth disturbance and the buffer area to develop the landfill and associated structures. .3 Hold a preconstruction conference at least one week prior to beginning construction. 4 Clear and grub to install the necessary E&S controls, to construct the landfill access road, to construct the support buildings, and to construct the Cell IA/1B area. 5 Construct Sediment Basin No. 1. 6 Install Channel 11 and Channel 12. 7 Install the outlet stabilization structures. GRADING AND CONSTRUCTION OF THE ACCESS ROAD, CELL IA/1B AREA, AND BORROW AREA S Grade area for the access road and support buildings (excavate and fill and compact as necessary). 9 Place gravel on the appropriate portions of the access road and around the support facilities. 10 Construct the maintenance building, and the leachate pretreatment area and equalization area. In No . Construction Description 11 Permanently stabilize (when there is at least a uniform, 70 percent vegetative cover established over the project area) all the disturbed areas which will not receive gravel or be covered by a building. 12 Grade area for Cell 1A/1B area development (excavate and fill and compact as necessary). 13 Install liner system components in the Cell IA/1B area. FINAL STABILIZATION OF DISTURBED AREAS 14 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the remaining disturbed areas after construction is complete. 15 Remove silt fence after the contributing drainage area is stabilized. GRADING AND CONSTRUCTION OF TEE CELL 1D AREA AND BORROW AREA 16 Grade area for Cell 1D area development (excavate and fill and compact as necessary). 17 Install liner system components in the Cell 1D area. FINAL STABILIZATION OF DISTURBED AREAS 18 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the remaining disturbed areas after construction is complete. 19 Remove silt fence after the contributing drainage area is stabilized. GRADING AND CONSTRUCTION OF CELL 1C AREA AND BORROW AREA 20 Construct Temporary Diversion 1. 21 Grade area for Cell 1C area development (excavate and fill and compact as necessary). 22 Install liner system components in the Cell 1C area. FINAL STABILIZATION OF DISTURBED AREAS 23 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the remaining disturbed areas after construction is complete. 24 Remove silt fence after the contributing drainage area is stabilized. No. Construction Descri GRADING AND CONSTRUCTION OF TIDE CELL lE AREA AND BORROW AREA 25 Grade area for Cell 1E development (excavate and fill and compact as necessary). 26 Install liner system components in the Cell lE area. � FINAL STABILIZATION 27 Re-establish permanent vegetation (uniform, 70 percent vegetative cover) for the remaining disturbed areas after construction is complete. 28 Remove silt fence after the contributing drainage area is stabilized. 4.0 MAINTENANCE PLAN All soil E&S control features (i.e., silt fence, channels, sediment basin, etc.) and stabilization will be repaired and maintained until all disturbed areas are adequately vegetated and stabilized. The maintenance plan for the site is shown on the following table and on Figure S. Maintenance Plan Feature Inspection re uency Maintenance Construction Daily and after all runoff events. Entrance Proposed Weekly and after all runoff events Channels and/or (minimum weekly), until the drainage Diversions areas are stabilized (when there is at least a uniform, 70 percent vegetative cover established over the entire project area). Sediment Basin Weekly and after all runoff events (minimum weekly). Remove any sediment at the surface of the stone construction entrance to prevent soil from tracking onto U.S. Route 74. Remove sediment/debris as necessary to maintain the total design depth. Remove sediment/debris and perform repairs as necessary (within 24 hours) to conform with installation specifications. Al 6 Feature Inspection Frequency__Maintenance Vegetation Dust Temporary Control Measures and Facilities Weekly and after all runoff events (minimum weekly), until stabilized (when there is at least a uniform, 70 percent vegetative cover established over the entire project area); Minimum weekly. Weekly and after all runoff events (minimum weekly), until stabilized (when there is at least a uniform, 70 percent vegetative cover established over the entire project area). Seeding, fertilizing, and mulching as required (refer to the revegetation measures for more information). Add moisture, vegetate, or apply mulch to open bare areas during dry periods. Remove sediment/debris and perform repairs as necessary (within 24 hours) to conform with installation specifications. 5.0 VEGETATION PLAN SEEDING SPECIFICATIONS AND SCHEDULES 5.1 TEMPQRARY SEEDIN Temporary seeding shall provide protection for areas that will be left disturbed for longer than 30 days and no more than 1 year, during which time permanent stabilization should be initiated. Grading shall be completed before preparing seedbeds and all necessary erosion control structures shall be installed such as dikes, waterways, and basins. If soils become compacted during grading, loosen them to a depth of & to S inches using a ripper, harrow, or a chisel plow. Evenly apply seed using a cyclone seeder (broadcast), drill, cultipacker seeder, or hydroseeder. Small grains should be planted no more than 1-inch deep, and grasses and legume s no more than 1/2-inch. Broadcast seed must be covered by raking or chain dragging, and then lightly firmed r' with a roller or cultipacker. -7- ° 3: 5.1.1 Teml2prauSg&ding Rg&9mmendations for Late winter and Egly S.PTin The following seed mixture is recommended for use between January 1 and May 1: e n Mix r Ra f li n l cr Rye (Grain) 120 Annual Lespedeza (Kobe) 50 Note that the annual lespedeza should be omitted when the duration of temporary cover is not to extend beyond June. 5,.1.1.1 SoilAmen dm m nt Follow recommendations of the soil tests or apply 2,000lb/acre ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer. 5.1.1.2 Mulch Apply 4,000 lb/acre straw, if necessary. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disc with blades set nearly straight can be used as a mulch anchoring tool. 5.1.1.3 Maintenance Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately following erosion or other damage. 5.1.2 TempQMU-SegOing Recomendationa fr Summ The following seed mixture is recommended for use between May 1 and August 15: eedin Mixture Species Rate of A li tin 1 e German Millet 40 5.1.2.1 Soil Amendments Follow recommendations of the soil tests or apply 2,0001b/acre ground agricultural limestone and 750 lb/acre 10-10-10 fertilizer. -8- 5.1.2.2 Mulch Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting, or a mulch anchoring tool. A disc with blades set nearly straight can be used as a mulch anchoring tool. 5.1.2.3 Maint n nc . Re Refertilize if growth is not fully adequateseed, refertilize, and.mulch immediately following erosion or other damage. 5.1.3 Te ,mj2Qrgjy SeMingRec9mmendatigns for - The following seed mixture is recommended for use between August 15 and December 30: Seedinz Mixture_Speci�� Rye (Grain) Rate of A plicati n lb acre 120 The area to be vegetated should be top dressed with 50 lb/acre of nitrogen in March. If it is necessary to extend temporary cover beyond June 15, the area should be overseeded with 50 lb/acre of Kobe lespedeza in later February or early March. 5.1.3.1 Soil Amendments Follow recommendations of the soil tests or apply 2,0001b/acre ground agricultural limestone and 1,000 lb/acre 10-10-10 fertilizer. 5.1.3.2 Mulch Apply 4,000 lb/acre straw, if necessary. Anchor straw by tacking with asphalt, netting, or a mulch 1. anchoring tool. A disc with blades set nearly straight can be used as a mulch anchoring tool. 5 A .3.3 MaintenanCg� Refertilize if growth is not fully adequate. Reseed, refertilize, and mulch immediately following erosion or other damage. L7 5.2 PERMANENT EEDIN Areas to be stabilized with permanent vegetation must be seeded or planted within 30 working days or 120 calendar days after final grade is reached unless temporary stabilization is applied. Areas designated for permanent seeding shall be vegetated with the seed mixture described below. The best time for seeding with this mixture is between August 25 and September 15 or between February 15 and March 21. feel- in Mixture Sneci- R f A li a' n b a Tall fescue 100 Sericea lespedeza 30 Kobe lespedeza 10 If the seed mixture is being applied after August 15, unscarified sericea seed should be used. To extend spring seeding dates into June, add 15 lbs/acre hulled Bermudagrass. However, it is preferable to seed temporary cover and seed fescue in September. If seeding between May 1 and August 15, add 10 lb/acre German millet or 15 lb/acre Sudangrass. Prior to May 1 or after August 15, add 40 lb/acre rye (grain). 5.2.1 Soil Amendments Apply lime and fertilizer according to soil tests, or apply 4,000 lb/acre ground agricultural limestone and 1,000 lb/acre 10-10-10 fertilizer, 5.2.2 Mulch Apply 4,000 to 5,000 lb/acre grain straw, or equivalent cover of another suitable mulching material. Anchor mulch by tacking with asphalt, roving, or netting. Netting is the preferred anchoring method on steep slopes. 5.2.3 Maintenance Refertilize in the second year unless growth is fully adequate. May be mowed once or twice a year, but mowing is not necessary. Reseed, fertilize, and mulch damaged areas immediately. 5.3 SEEDBED PREPARATI N 5.3.1 Fill to H•1V r t P r rrnan n ins o with a H draulic S ed r (1) Leave the last 4 to 6 inches of fill loose and vncompacted, allowing rocks, roots, large clods, and other debris to remain on the slope. (2) Roughen slope faces by making grooves 2 to 3 inches deep, perpendicular to the slope (tracking with a dozer will be sufficient). (3) Spread lime evenly over slopes, if required. 5.3.2 Fill Slopes 3H:1V r t er m r Se in (1) Leave a loose, uncompacted surface. Remove large clods, rocks, and debris. (2) Spread lime and fertilizer evenly at the specified rates. (3) Incorporate amendments by roughening or grooving soil surface on the contour. 5.3.3 Hg7h Maintenance Turf (1) Remove rocks and debris that could interfere with tillage and the production of a uniform seedbed. (2) Apply lime fertilizer evenly. Incorporate to a depth of 2 to 4 inches with a farm disc or chisel plow. (3) Loosen the subgrade immediately prior to spreading topsoil by discing or scarifying to a depth of at least 2 inches. (4) Spread topsoil to a depth of 2 to 4 inches and cultipack. (5) Disc or harrow and rake to produce a uniform and well -pulverized surface. (6) Loosen surface just prior to applying seed. -11- c.; 5.3.4 gently r Fl 1 wh r TM&Qil i T Ned (1) Remove rocks and debris. (2) Apply lime and fertilizer spread evenly and incorporate into the top 6 inches with a disc, chisel plow, or rotary tiller. (3) Break up large clods and rake into a loose, uniform seedbed. (4) Rake to loosen surface just prior to applying seed. 5.4 SEEDINQ METHODS 5,4.1 Fill Sloes- Steer than H•1V P rmanent Se din Use hydraulic seeding equipment to apply seed and fertilizer, a wood fiber mulch at 90 lb/ 1,000 ft2, and mulch tackifier. 5.4.2 Gentle to Flat Slon Tempq_r= Rt-g( ings (1) Broadcast seed at the recommended rate with a cyclone seeder, drop spreader, or cultipacker seeder. (2) Rake seed into the soil and lightly pack to establish good contact 5.5 MUM -Hi 5.5.1 Steep Slopes (3H:1V or Creat_r_ In mid -summer, late fall, or winter, apply 100 lb/1,000 ft2 grain straw, anchor with 0.1 gal/yd2 asphalt. In spring or early fall, use 90 lb/1,000 ft2 wood fiber in a hydroseeder slurry. 5.5.2 High -Maintenance Vegetation and Temporary Seedings Apply 90 lb/1,000 ft2 (4,000 lb/acre) grain straw and tack with 0.1 gal/yd2 asphalt. 12- 5.5.3 grass Linf,,d Chann Install erosion control mat in the channel, line the entire channel up to the top of the bank and secure according to the manufacturer's specifications. Install only when specified. On channel shoulders, apply 100 lb/1,000 ft2 grain straw and anchor with 0.1 gal/yd2 asphalt. 5.6 MAR NANCE. 5.6.1 iteep Sl es H:1V orQr-o-tul Refertilize in late winter or early spring the following year. Mow as desired. 5.6.2 High -Maintenance V et 'on and Ti-.mnnrsrvSe din Fertilize with 40 lb/acre nitrogen in winter and again the following fall. 5.6.3 Grass Lined Channels Inspect and repair mulch and lining. Refertilize in late winter of the following year with 150 lb/acre 10-10-10 nitrogen in March. If cover is needed through the following summer, overseed with 50 lb/acre. 6.0 CONSTRUCTION OF EROSION AND SEDIMENTATION CONTROLS 6.1 GENERAL Work covered in this section shall consist of providing and constructing E&S controls for disturbed areas within and directly adjacent to the proposed landfill area, borrow areas, and bridge construction area. General specifications for constructing the E&S controls are as follows: (1) The Contractor shall conduct the earthwork and excavation activities in such a manner to fit the topography, soil type, and condition. k -13- (2) The Contractor shall minimize the disturbed area and the duration of exposure to erosion elements, stabilize disturbed areas immediately, retain on site sediment that was generated on site, and minimize encroachment upon watercourses. (3) in general, temporary E&S control procedures shall be directed toward: : • Preventing soil erosion at the source; E'.' • Preventing silt and sediment from entering any waterway if soil erosion cannot be prevented; and • Preventing silt and sediment from migrating downstream in the event it cannot be prevented from entering the waterway. (4) The Contractor shall provide all materials and promptly take all actions necessary to achieve effective E&S control in accordance with all applicable federal, state, and enforcing a guidelines and these Technical Specifications. g agency Y (5) All E&S control devices shall be inspected by the Contractor at least weekly and after each rainfall occurrence and shall be cleaned out and repaired by the Contractor as necessary. Any needed repairs will be made immediately to maintain all practices as designed. (6) The sediment basin shall be cleaned out when needed, and collected sediment shall be disposed in a location determined by the Owner. (7) Temporary E&S control devices shall be installed and maintained from the initial land disturbance activity until the satisfactory completion and establishment of permanent erosion control measures. At that time, temporary devices shall be removed. (8) All seeded areas will be fertilized, reseeded as necessary; and mulched according to specifications in the vegetation plan to maintain a vigorous, dense vegetative cover. -14- 6.2 QjjT SLOPE R HE IN 6.2.1 o -natruction Spg6fications • Stair -step grade or groove cut slopes with a gradient steeper than 3H:1V. • Use stair -step grading on any erodible material soft enough to be ripped with a bulldozer. Slopes consisting of soft rock with some subsoil are particularly suited to stair -step grading. • Make the vertical cut distance less than the horizontal distance, and slightly slope the horizontal position of the "step" in toward the vertical wall. ® Do not make individual vertical cuts more than 2 feet in soft materials or more than 3 feet in rocky materials. • Groove using any appropriate implement that can be safely operated on the slope, such as discs, tillers, spring harrows, or the teeth on a front-end loader bucket. Do not make such grooves less than 3 inches deep nor more than 15 inches apart. [Grooving uses machinery to create a series of ridges and depressions that run across the slope (on the contour)]. Limit roughening with tracked machinery to sandy soils to avoid undue compaction of the soil surface. Tracking is generally not as effective as the other roughening methods described. • Operate tracked machinery up and down the slope to leave horizontal depressions in the soil Do not back -blade during the final grading operation. • Immediately seed and mulch roughened areas to obtain optimum seed germination and growth. 6.2.2 Maintenance • Periodically check the seeded slopes for rills and washed out areas. Fill these areas slightly above the original grade, then reseed and mulch as soon as possible. -15- 6.3 RIPRAP LTNED DDMMTQ_N.CHANNELS 6.3.1 onstructi n SMcifigati n • Work covered in this section shall c6nsist of furnishing the labor, materials, tools, equipment, incidentals, and services necessary to complete the construction of the trapezoidal -shaped, riprap lined diversion channels in the locations shown on the attached design drawings (Figures 2 through 6). • Remove all trees, brush, stumps, and other objectionable material from the foundation area and dispose of properly. All soft or spongy material shall be removed to the depth as required by the construction quality assurance (CQA) representative and replaced with an approved material. • Excavate the, channel and shape it to near lines and dimensions of the foundation shown on the plans. Bring over -excavated areas to grade by increasing the thickness of the liner or by backfilling with moist soil compacted to the density of the surrounding material. • Place riprap lining to the grades and dimensions shown on the attached design drawings (Figures 2 through 7). • The minimum thickness of the riprap should be 1.5 times the maximum stone diameter. • Remove and properly dispose of all excess soil so that surface water may enter the channel freely. • Upon completion of the drainage channels, the Contractor shall survey the channel inverts to verify that they have been constructed to the design, lines, and grades indicated on the construction drawings. Survey tolerance for the channel invert shall be plus or minus 0.1 feet from the design grade. -16- 63.2 Maintenance • PeriodicalIy check the channel and check it after every rainfall event. Immediately make necessary repairs. It is particularly important to check the channel outlet for bank stability and evidence of piping or scour holes. Remove all significant sediment accumulations to maintain the designed carrying capacity. 6.4 GRASS LINED DIVERSION CHANNELS 6.4.1 Construction Specifications • Work covered in this section shall consist of furnishing the labor, materials, tools, 'i equipment, incidentals, and services necessary to complete the construction of triangular - shaped, grass lined diversion channels in the locations shown on the design drawings =' (Figures 2 through 6). • Remove all"trees, brush, stumps, and other objectionable material from the foundation area and dispose of properly. All soft or spongy material shall be removed to the depth as required by the construction quality assurance (CQA) representative and replaced with an approved material. • Excavate the channel and shape it to neat lines and dimensions of the foundation shown on the plans plus a 0.2-foot overcut around the channel perimeter to allow for bulking during seedbed preparations and sod buildup. • Vegetate with the seed mixture and procedures described above for permanent vegetation. Protect the channel with mulch or a temporary liner sufficient to withstand the anticipated velocities during the establishment period. • Place a temporary channel lining, such as net covered with straw mulch. 6.4.2 Maintenance • Periodically check the channel and check it after every rainfall event. Immediately make necessary repairs. It is particularly important to check the channel outlet for bank stability and evidence of piping or scour holes. Remove all significant sediment accumulations to maintain the designed carrying capacity. Al -17- (Rev. 4/98) 6.5 SEDINJEhUHNCE 6.5.1 Construction Specifications • Use a synthetic filter fabric or a pervious sheet of polypropylene, nylon, polyester, or polyethylene yarn, which is certified by the manufacturer or supplier as conforming to the requirements shown on the following table: Physical Property Requirements Filtering Efficiency 85% Tensile Strength at 20% (max.) Standard Strength Elongation 30 lb/iin. in (min) Slugy Flow Rate 0.3 gal/S. ft./min (rain) • Synthetic filter fabric should contain ultraviolet ray inhibitors and stabilizers to provide a minimum of 6 months of expected usable construction life at a temperature range of 0°F to 120°F. • Ensure that posts for sediment fences are either 4-inch diameter pine, 2-inch diameter oak, or 1.33 lb/linear foot steel with a minimum length of 4 feet. Make sure that steel posts have projections to facilitate fastening the fabric. • For reinforcement of standard strength filter fabric, use wire fence with a minimum 14 gauge and maximum mesh spacing of 6 inches. • Ensure that the height of the sediment fence does not exceed 18 inches above the ground surface. • Construct the filter fabric from a continuous roll cut to the length of the barrier to avoid joints. When joints are necessary, securely fasten the filter cloth only at a support post with overlap to the next post. • Excavate a trench approximately 4 inches wide and 9 inches deep along the proposed line of posts and upslope from the barrier. • Backfill the trench with compacted soil or gravel placed over the filter fabric. • Do not attach filter fabric to existing trees. 6.5.2 Maintenance • Inspect sediment fences at least once a week and after each rainfall. Make any repairs required immediately. • Should the fabric of a sediment fence collapse, tear, decompose, or become ineffective, replace it promptly. Replace burlap every 60 days. • Remove sediment deposits as necessary to provide adequate storage volume for the next rain and to reduce pressure on the fence. Take care to avoid undermining the fence during cleanout. • Remove all fencing materials and unstable sediment deposits and bring the area to grade and stabilize it after the contributing drainage area has been properly stabilized. 6.6 SEDIMENTBA 6.6.1 Cons=ction_Specificax gns Clear, grub, and strip topsoil from areas under the embankment to remove trees, vegetation, roots, and other objectionable material. Delay clearing the pool area until the dam is complete and then remove brush, trees, and other objectionable materials to facilitate sediment cleanout. Stockpile all topsoil or soil containing organic matter for use on the outer shell of the embankment to facilitate vegetative establishment. Place temporary sediment control measures below the basin as needed. • Excavate a cut-off trench along the centerline of the earth fill embankment. Cut the trench to stable .soil material, but in no case make it less than 2 feet deep. The cut-off trench must extend into both abutments to at least the elevation of the riser crest. Make the minimum bottom width wide enough to pezmit operation of excavation and compaction equipment but in no case less than 2 feet, Make the side slopes of the trench no steeper than 1H:IV. Compaction requirements are the same as those for the embankment. Keep the trench dry during backfilling and compaction operations. Remove fill material from the approved areas shown on the plans. All fill material should be clean mineral soil, free of roots, woody vegetation, rocks and other objectionable material. Scarify areas on which fill is to be placed before placing fill. The fill material must contain sufficient moisture so it can be formed by hand into a ball without crumbling. If water can be squeezed out of the ball, it is too wet for proper compaction. Place fill material in 6 to 8-inch lifts over the entire length of the fill area and then compact it. Compaction may be done by sheepsfoot roller. Alternatively, compaction may be obtained by routing the construction hauling equipment over the fill so that the entire surface of each layer is traversed by at least one tire width or track of the heavy equipment. Construct the embankment to an elevation 10 percent higher than the design height to allow for settling. Securely attach the riser to the barrel or barrel stub to make a watertight structural connection. Secure all connections between barrel sections by approved watertight assemblies. Place the barrel and riser on a firm, smooth foundation of impervious soil. Do not use pervious material such as sand, gravel, or crushed stone as backfill around the pipe or anti -seep collars. Place the fill material around the pipe spillway in 4-inch lifts and compact it under and around the pipe to at least the same density as the adjacent embankment. Care must be taken not to raise the pipe from firm contact with its foundation when compacting under the pipe haunches. Place a minimum depth of 2 feet of hand -compacted backfill over the pipe spillway before crossing it with construction equipment. Anchor the riser in place by concrete or other satisfactory means to prevent floatation. In no case should the pipe conduit be installed by cutting a trench through the dam after the embankment is complete. • Install the emergency spillway in undisturbed soil. The achievement of planned elevations, grade, design width, and entrance and exit channel slopes are critical to the successful operation of the emergency spillway. -20- 6.6.2 Maintenance I i . • Check sediment basins after periods of significant runoff. Remove sediment and restore the basin to its original dimensions when sediment accumulates to one-half the design depth. • Check the embankment, spillways, and outlet for erosion damage, and inspect the embankment for piping and settlement. Make all necessary repairs immediately. Remove all trash and other debris from the riser and pool area. 6.7 QUTLET STABILIZAITON STRUMMU 6.7.1 Construction Specifications 1 • Ensure that the subgrade for the filter and riprap follows the required lines and grades shown in the attached design drawings (Figures 2 through 5). Compact any fill required in the subgrade to the density of the surrounding undisturbed material. Low areas in the subgrade on undisturbed soil may also be filled by increasing the riprap thickness. The riprap gravel filter must conform to the specified grading limits shown on the plan. • Filter cloth, when used, must meet design requirements and be properly protected from punching or tearing during installation. Repair any darnage.by removing the. riprap and placing another piece of filter cloth over the damaged area. All connecting joints should overlap a minimum of 1-foot. If the damage is extensive, replace the entire filter cloth. • Rpprap may be placed by equipment, but take care to avoid damaging the filter. • The minimum thickness of the riprap should be 1.5 times the maximum stone diameter. }' Riprap may be field stone or rough quarry stone. It should be hard, angular, highly 4� weather -resistant, and well graded. -21- • Construct the apron on zero grade with no overfall at the end. Make the top of the riprap at the downstream end level with the receiving area or slightly below it. • Ensure that the apron is properly aligned with the receiving stream and preferably straight throughout its entire length. If a curve is needed to fit site conditions, place it in the upper section of the apron. • Immediately after construction, stabilize all disturbed areas with vegetation. 6.7.2 Maintenance • Inspect riprap outlet structures after heavy rains to see if any erosion around or below the riprap has taken place or if stones have been dislodged. Immediately make all needed repairs to prevent further damage. 7.0 CLOSING In closing, we trust that this E&S Control Plan is sufficient for your needs at this time. The only warranty or guarantee made by ALMES in connection with services performed for this project is that such services were performed with the care and skill ordinarily exercised by reputable members of the profession practicing under similar conditions at the same time and the same or similar locality. No other warranty, expressed or implied, is made or intended by rendition of these consulting services or by furnishing oral or written reports of the findings made. If you have any questions, or require any additional information, please call. Respectfully submitted, ALMES & ASSOCIA CONSULTING ENCZ Project Manager CLS/WSA jg Attachments _22_ kA CAR Q6 g' SEAL l: _ 023103 t i O � NG1hlE��°ac�`�) s�"j � 's`J��lllll4SiSy4,'` APPENDIX A FINANCIAL RESPONSIBILITY/OWNERSHIP FORM - A, FINANCIAL RESPONSIBILITY/OWNERSHIP FORM SEDIMENTATION POLLUTION CONTROL ACT No person may initiate a land -disturbing activity on one or more acres as covered by the Act before this form and an acceptable erosion and sedimentation control plan have been completed and approved by the Land Quality Section, N.C. Department of rces. Please type or print and, if question is Environment, Health, and Natural Resou not applicable, place N/A in the blank). ` �,t Part .ti. F 2. '1n 3 Project Name Anson County Solid Waste Management Facilit Location of land -disturbing activity: County Anson Count r City or Township , and Highway/Street U.S. Hi hwa 74 Approximate date land -disturbing activity will be commenced; February 1998 commercial, industrial, etc.) : Industrial Purpose of development (residential, Total acreage disturbed or uncovered (including off -site borrow and waste areas): 73.0 acres 6." Amount of fee enclosed $ 147 7. Has an erosion and sedimentation control plan been filed? yes No Enclosed X 8. Person to contact should sediment control issues arise during land --disturbing activity. Name Mr. Brian Card Telephone 803 547-3184 Ext. 423 9. Landowner(s) of Record (Use blank page to list additional owners): Chambers Waste Systems of North Carolina a subsidiary of Allied Services, LLC__ Name(s) 110 South Rutherford Street Current Mailing Address Current Street Address Wadesboro NC 28170 City State Zip City State zip 10. Recorded in Deed Rook No. Page No. Part B. 1. Person(s) or firm(s) who are financially responsible for this land -disturbing activity (Use a blank page to list additional persons .or firms): Chambers Waste Systems of North Carolina a subsidiary of Allied ServicesLLC Name of Persons) or Firm(s) 110 South Rutherford Street Mailing Address Street Address Wadesboro NC 28170 City State Zip _ -City State Zip (704) 694-69M Telephone Telephone 1 2, (a) If the Financially Responsible Party is not a resident of North Carolina give name and street address of a North Carolina Agent. Name Mailing Address Street Address i City State Zip Telephone City State Zip Telephone (b) If the Financially Responsible Party is a Partnership or other person engaging in business under an assumed name, attach a copy of the certificate of assumed name, If the Financially Responsible Party is a Corporation give name and street address of the Registered Agent. Name of Registered Agent Mailing Address City State Zip Street Address City Telephone Telephone State Zip The above information is true and correct'to the best of my knowledge and belief and was provided by me under oath. (This form must be signed by the financially responsible person if an individual or his attorney -in --fact or if not an individual by an officer, director, partner, or registered agent with authority to execute instruments for the financially responsible person). I agree to provide corrected information should there be any change in the information provided herein. Brian Card Type or print name Signature r Regional Engineer Title or Authority Date J- Z- 9 I,i�.d�atsg-.� 1��•5'--Ya Notary Publ' of the County of %fir State of North Carolina, hereby certify that appeared personally before me this day and being duly sworn acknowledged that the is above form was executed by him. Witness my hand and notarial se , this,, day of i J Seal Notary I' My commission a ices Ail Comrnisslor� Expires , 2000. 4}: APPENDIX B SUPPORTING CALCULATIONS ALRAES & ASSOCIATES, INC. CONSULTING ENGINEERS BY: CC DATE: a"19��g CHKD BY: DATE:������' PROJECT NAME. Anson County E&S Control Plan PROJECT NO. R97-875-686 SHEET I- OF _L�L_ DESCRIPTION Erosion and Sedimentation Control Plan Design Calculations v CALCULATION BRIEF EROSION AND SEDIMENTATION CONTROL DETERMINATION OF PEAK DISCHARGE AND DESIGN OF CONTROLS ANSON COUNTY SOLID WASTE MANAGEMENT FACILITY ANSON COUNTY, NORTH CAROLINA PURPOSE: Determine the peak discharge .(flow rate) from the applicable drainage areas at the Anson County Landfill for the 10-year/24-hour storm event to develop erosion and sedimentation controls for construction of the borrow area, ancillary features, and the Phase I area (Cells 1A/1B, 1D, 1C, and 1E) of the facility. Also, size all erosion and sedimentation controls (channels, diversions, riprap aprons, sediment basin, etc.) for the 10-year/24-hour storm event. REFERENCES: 1. The computer program SEDCAD is utilized to model surface runoff and channel flow, based on Technical Release Number 55 (TR55), to develop peak flow rates. Version 3.0 of SEDCAD was developed by Civil Software Design in 1992. 2. United States Department of Agriculture's (USDA's) Technical Release 55 (TR55) routing methods. 3. "Erosion and Sediment Control Planning and Design Manual," prepared by the North Carolina Sedimentation Control Commission, the North Carolina Department of Natural Resources and -- Community Development, and the North Carolina Agricultural Extension Service, September 19$S. ASSUMPTIONS: 1. 24-Hour, Type II distribution storm event was used. Frquency Inches of Precipitation 10 5.4 2. A weighted curve number (CN) was determined for each drainage area based on the conditions of the contributing drainage area. CD ALMES & ASSOCIATES, INC. rnNSULTING ENGINEERS BY: C1.. DATE: L12-9 CHKD BY: DATE: PROJECT NAME: Anson Count E&S Control Plan PROJECT NO. R 7- SHEET 2 OF 38 DESCRIPTION Erosion and Sedimentation Control Plan Desi Calculations and ased Using SEDCADd cover condittons�dec. te�rmine the computersis program eerrunoff peak disch ge for the n the site soils and 10-y.ear124-hour storm event. PEAK DISCHARGE DETERMINATION: The peak discharge for each drainage area was determined first for each phase of the Phase I landfill construction. For each drainage area, a weighted curve number was developed, the drainage area was determined, and the time of concentration (Tc) path was determined. The information was input into SEDCAD for the Tc path and SEDCAD calculated the time of concentration. The SEDCAD output for each time of concentration path is attached with the SEDCAD output for the respective drainage area. Following the time of concentration calculation, the time of concentration, weighted CN, and drainage area were input into SEDCAD and the peak discharge was calculated. The peak discharge was calculated by SEDCAD using TR55. The SEDCAD output showing the peak discharge for each drainage area is attached. Following is the specific information for each of the respective drainage areas during each phase of the Phase I landfill development: CELL IAl1B_ NSTRUM—QN harm 1 11 Drainaze The worst -case scenario for the Channel 11 drainage area is under closed conditions (See attached sketch of final grades) and was determined to be 66.4 acres. The CN for Channel 11 under the worst -case scenario was determined to be 89, allowing for the entire drainage area to have received final cover, but not be vegetated. The time of concentration calculated by SEDCAD (as shown on the attached output) was 0.159. The peak discharge from the Channel 11 Drainage Area (shown on the attached SEDCAD output) was calculated to be 224.80 cfs. ALMES & ASSOCIATES, INC. CONSULTING ENGINEERS BY: C.... DATE: 2 -19-q5 CHKD BY:DATE: PROJECT NAME: Anson County E&S Control Plan PROJECT NO, - 7 - SHEET 3 OF _aa_ DESCRIPTION Erosion and Sedimentation Control Plan Design Calculations 7."rF Channel 12 Drains a Area The Channel 12 drainage area was determined to be 23.20 acres. The CN for the Channel 12 drainage area is a weighted CN and was detemlined as follows: 25% disturbed area CN = 89 75% non -disturbed area CN = 66 The weighted CN for the Channel 12 drainage area was determined to be 72 The time of concentration calculated by SEDCAD (as shown on the attached output) was 0.295. The peak discharge from the Channel 12 Drainage Area (shown on the attached SEDCAD output) was calculated to be 41.44 cfs. CELL 1D C01,4STRUCUON No additional structural erosion control measures (channels, culverts, etc.) are to be installed during Cell 1D construction. CELL IC CON TRUCTION Prior to Cell IC construction, Temporary Diversion 1 and Temporary Apron No. 1 will be installed to prevent stormwater runoff from the surrounding areas from entering the Cell 1 C area during construction and additionally, to prevent it from entering the Cell IE area during construction of that cell. T m g=Diversion 1 aae, Are The Temporary Diversion 1 drainage area was determined to be 8.24 acres. The CN for the Temporary Diversion 1 drainage area was determined to be 66, since it will be accepting runoff from undisturbed areas. The time of concentration calculated by SEDCAD (as shown on the attached output) was 0.197. The peak discharge from the Temporary Diversion 1 Drainage Area (shown on the attached SEDCAD output) was calculated to be 13.26 cfs. CELL lE CONSTRU ON No additional structural erosion control measures (channels, culverts, etc.) are to be installed during Cell lE construction. - ALMES & ASSOCIATES, INC. CONSULTING ENGINEERS CHANNEL DESIGN_ BY: LS�' L 19- 9 6 CHKD BY: i1913 DATE: � -/I - y� DATE; ,-,,,, PROJECT NAME: Anson County E&S Control Plan PROJECT NO. R27-875.§96 SHEET . 4 OF 38 DESCRIPTION Erosion and Sedimentation Control Plan Design Calculations The peak discharge from the drainage area contributing to each channel or diversion was then used to size the channel or diversion and determine the channel lining. Information regarding the design discharge, shape of the channel, channel slope, and sideslopes was input into SEDCAD. SEDCAD uses Ma.nning's equation for open channel flow to design a channel that will adequately carry the flow capacity. The design discharge for each channel is as follows: CHANNEL 11 224.80 cfs CHANNEL 12 41.44 cfs TEMPORARY DIVERSION 1 13.26 cfs hnn111 Channel 11 was sized as 2 separate reaches. Reach 1 hs an average slope of 0.5°1o. Reach 2 has an average slope of 2.2%. The SEDCAD output for the channel design for both reaches of Channel 11 are attached. The final channel design was determined using the critical slope for riprap sizing (2.2%) and the critical slope for depth sizing (0.5%). The following is the channel design: Required Flow 224.80 cfs Channel Shape Trapezoidal Bottom Width 6.0 ft Top Width 22.0 ft Depth 4.0 ft Min. Freeboard 0.50 ft Channel lining Riprap with D50 =12 inches Max. Velocity 8.51 ft/sec Sideslope 2H:1 V -k Design Flow Q = AV = {2(l)(6.0)(4.0) + (6.0)(4.0)j(8.51) Q=408.48 cfs 1 ^, } F' I AL.MES & ASSOCIATES, INC. BY: _LLE— DATE: 0-12-9 CHKD BY:DATE: PROJECT NAME: Anson County E&S Control Plan PROJECT NO. R27-875-686 SHEET 5 OF _38 DESCRIPTION Erosion and Sedimentation Control Plan CQNSULTING ENGINEERS Desi Calculations Channel 12 Channel 12 was sized assuming one reach with an average slope of 1.0%. The SEDCAD output for the channel design for Channel 12 is attached. The following is the channel design: Required Flow 41.44 cfs Channel Shape Trapezoidal Bottom Width 4.0 ft Top Width 13.0 ft Depth 2.25 ft Freeboard 0.21 Channel lining Riprap with D50 = 6 inches Velocity 2.51 ft/sec Sideslopes 2H:1 V Design Flow Q = AV = 12(2)(4.5)(2.25) + (4.0)(2.25))(2.51) Q = 45.18 cfs .= Tiversion 1 Temporary Diversion 1 was sized assuming one reach with an average slope of 2.0%. The design for Temporary Diversion 1 is attached The following SEDCAD output for the channel is the channel design: Required Flow 13.26 cfs Channel Shape Triangular Top Width 8.0 ft Depth 2.0 ft Freeboard 0.48 ft t.' Channel lining Vegetation Velocity 2.85 ft/sec Sideslopes 2H:1 V Design Flow Q = AV = 12(2)(4.0)(2.0))(2.85) Q 22.8 cfs H i ALMES & ASSOCIATES, INC. CONSULTING ENGINEERS BY: C C DATE: Z--19-98 CHK❑ BY: _ ❑ATE: 2 L�i-�P PROJECT NAME: Anson County E&S Control Plan PROJECT NO. R97-L75-6afi SHEET 6 OF ,S DESCRIPTION Erosion and Sedimentation Control Plan Design Calculations EDIMENT BASIN DESIGN: i A sediment basin (Sediment Basin No. 1) is to be installed to remove sediment from stormwater runoff from all of the Phase 1 cells to be constructed. Additionally, the sediment basin will remove ater run off while the landfill is operating and during final closure. Sediment sediment m stormw from Basin No. 1 has been designed for the worst -case scenario, which is the contributing acreage during final closure. Sediment Basin No. 1 has been designed as described below: Per the requirements of Reference 3, the sedimentation basin has been designed to have a storage capacity equal to 1,800 cf/acre. Therefore, since there are 93.6 acres of drainage area into the sediment basin, the basin has been designed with a sediment storage capacity of 168,490 cf, or 3.87 ac-ft. This capacity corresponds to elevation 267.5. The invert elevation of the principal spillway has been set at elevation 268.50, which is 1 foot above the sediment storage capacity. The principal spillway has been designed to discharge a minimum of 0.2 cfs/acre of drainage area, or 18.7 cfs, with the water surface at the emergency spillway crest elevation (elev. 274.0). Per the attached SEDCAD output, a pipe size of 24 inches for the principal spillway riser is more than adequate to accomplish this with a discharge of 23.3 cfs. The sediment cleanout elevation is 266.75, which is equivalent to half of the required sediment storage capacity. This is also the elevation at which the dewatering holes will begin. The dewatering time for the basin was calculated by SEDCAD. Reference 3 recommends a dewatering time of at least 10 hours for the basin. The dewatering time calculated by SEDCAD is 9.4 days. The peak stage of the 10-year storm event is at elevation 272.2, which is approximately 2 feet below the elevation of the emergency spillway. An anti -seep collar was designed for the principal spillway. The design calculations are attached. The collar width is 4.25 ft and the collar length is 4.25 fL The collar projection is 1.1 ft. A concrete pad was also designed for the bottom of the principal spillway riser pipe. The concrete pad will be 3 ft x 3 ft x 1 fL The pad design was checked as follows: Volume of the riser = Area * Riser Height = (11%2)2/4))(2.5) = 7.85 cf Weight of water displaced by riser = 62.4 lb/cf(7.85 cf) = 490.1 lb Volume of concrete pad_ = (3 ft)(3 ft)(1 ft) = 9 cf Weight of concrete pad = (150 lb/cf)(9 cf) = 1350 lb Factor of Safety = 1350 lb/490.1 lb = 2.75 0K The sedimentation basin design is shown on the design drawings. ALMES & ASSOCIATES, INC. CONSULTING ENGINEERS BY: a DATE: Z-1 - g CHKD BY: _,., "-.� DATE::L PROJECT NAME: Anson County E&S Control Plan PROJECT NO. R 7- - SHEET OF DESCRIPTION Erosion and Sedimentation Control Plan . Design Calculations Apron 2 has been designed for installation at the discharge point of the Principal and emergency spillways of Sedimentation Basin No. 1 to dissipate energy and prevent scour problems. Apron 2 was designed using Figure 8.06a from Reference 3 (attached). Apron 2 was designed using the following information: Diameter of pipe 24 in Discharge 21 cfs Apron 2 has been designed to have the following dimensions: Length of apron 13 ft width of apron 15 ft D50 (riprap) 6 inches Dmax (riprap) 9 inches Riprap thickness 13 inches Temporary Apron 1 has been designed at the discharge point of Temporary Diversion 1 to dissipate energy and prevent scour problems. Temporary Apron 1 was designed using Figure 8.06a from Reference 3 (attached). Temporary Apron 1 was designed using the following information: Discharge = 23 cfs Cross sectional area of Temporary Diversion 1= 4.63 ft2 A(4 Ux= 2.43 ft = 29.13 in Use d = 30 in y Equivalent Diameter = ( ) Temporary Apron 1 has been designed to have the following dimensions: Length of apron 12 ft Width of apron 14.5 ft D50 (riprap) 6 inches Dn= (riprap) 9 inches Riprap thickness 14 inches SOI All channels and temporary diversion, riprap aprons, and the sediment basin have been designed as required by the North Carolina Erosion and Sediment Control Planning and Design Manu al. Additionally, all channels have been designed to have a lining that will be adequate for the velocity in the channel as shown above. See the ErosiodaSedimentation Control shan owing drawings for all of thean view showing the location of all of the structures structures. i BY: CL,_. .. DATE: Z 19-9B CHKD BY: LP16 ^ DATE:�a_fg...` PROJECT NAME: Anson County E&S Control Plan PROJECT NO. R - SHEET 8 OF . 8 IPTION Erosion and Sedimentation Control Plan ALMES &ASSOCIATES, INC. DESCR CONSULTING ENGINEERS Design Calculations SEDCAD INPUT/OUTPUT PEAK DISCHARGE DETERMINATION u CIVIL SOFTWARE DESIGN, SEDCAD+ Version 3 PEAK DISCHARGE FROM FINAL GRADES TO CHANNEL 11 by Name: CLS Sr Company Name: ALMES & ASSOCIATES File Name: C:\SEDCAD3\ANSON\FINALCHA Date: 02-19-1998 SEDCAD+ ROUTING PARAMETERS UTILITY Land Flow Vertical Horizontal Condition Dist. (ft) Dist. (ft) Slope ( a) Velocity (fps) Time (hr) eeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeeEeeeeeeeeeeeeeeeeeeeeeeeeeEeeeeeeeeeeee 3 7.30 150.00 4.87 1.54 0.027 7 29.71 610.00 4.87 4.44 0.038 6 2.99 130.00 2.30 2.27 0.016 8 150 � 22 740.00 20�30 13.52 0,015 8 26,75 1,070.00 2.50 4.74 0 .063 TOTAL Time of Concentration: 0,159 77 Civil Software Design.-- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved. Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\FINALCHA User: CLS Date: 02-19 1998 Time: 09:31:14 PEAK DISCHARGE FROM FINAL GRADES ZO CHANNEL 11 Stor m: 5.40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE Hydrology -- Base- Runoff Peak JBS SWS Area CN UHS Tc K X Flow Volume Discharge (ac) (hrs) (hrs) (cfs) (ac-ft) (cfs) 66.40 89 rM---0.159 0.000 0.000 0.0---23.00 224.80 Type: Null Label: CHANNEL'll 111 Structure 66.40 23.00 111 ----Y Total. IN/OUT ----------------------------------------- 66.40 23.00 224.80 CIVIL SOFTWARE DESIGN SEDCAD+ Version 3 PEAK DISCHARGE TO CHANNEL 12 by Name: CLS -4,,he).6),r 5/09 d-"-fp Company Name: ALMES & ASSOCIATES File Name: C:\SEDCAD3\ANSON\CHAN12 Date- 02-19-1998 SEDCAD+ ROUTING PARAMETERS UTILITY Land Flow Condition Vertical Dist. (ft) Horizontal Dist. (ft) slope Velocity (fps) Time (hr) 86M6 3 0.98 140.00 0.70 0.59 0.066 7 2 :09 95.00 2.20 2.99 0.009 7 18 » 0 0 180.00 10.00 6.37 0.008 7 1.04 130.00 0.80 1.80 0,020 8 3.42 180.00 1.90 4.14 0.012 8 9.92 1,550,00 0.64 2.40 0.179 TOTAL Time of Concentration: 0.295 Civil Software Design -- SEDCAD+ Version 3.1 is Copyright (C) 1987-1992, Pamela J. Schwab. All rights reserved. µ Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\CHAN12 User: CLS Date. 02-19-1998 Time: 09:32:31 PEAK DISCHARGE TO CHANNEL 12 F Storm: 5,40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE -Hydrology- JBSWS Area CN UHS (ac) Tc (hrs) K X (hrs) _ -_ Base- Flow (cfs)--(ac_ft) Runoff Volume Peak Discharge __-(cfs) _- 111 III Structure 23.20 -72 M-T0.295 Type: Null 23.20 Label: 0.000-0 000 CHANNEL.12 -------_----------------------------- 0.0 4.85 4.85 41.44 III ----_-------23.20 Total -IN/OUT ________________ y--------------- 4.85 41.44 CIVIL SOFTWARE DESIGN SEDCAD+ Version 3 PEAK DISCHARGE TO TEMPORARY DIVERSION 1 by Name: CLS By -, i�wB Company Name: ALMES & ASSOCIATES File Name: C:\SEDCAD3\ANSON\TEMPDIVI Date: 01-30-1998 E "7 Civil Software Design --- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved. _ Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\TEMPDIVZ User: CLS Date: 01-30-1998 Time: 13:52:08 PEAK DISCHARGE TO TEMPORARY DIVERSION 1 s Storm: 5.40 inches, 10 year-24 hour, SCS Type II E Hydrograph Convolution Interval: 0.1 hr DETAILED SUBWATERSHED INPUT/OUTPUT TABLE Seg. Land Flow Segment Time Muskingum 7 B S SWS # Condition Distance Slope Velocity Time Conc. K X (ft) ( o) . (fps) (hr) (hr) (hr) Zyi=Z1_--a3100 00 5.00 -�1.57 0.02 b 7 495.00 5.00 4.50 0.03 _c 6 660.00 1.40 1.77 0.10 -d 6 420.00 2.86 +0_05---0.197 -2.54-- Civil Software Design -- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved. Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\TEMPDIVl User: CLS Date: 01-30-1998 Time: 13:52:08 PEAK DISCHARGE TO TEMPORARY DIVERSION 1 Storm: 5.40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr SUBWATERSHED/STRUCTURE^INPUT/OUTPUT TABLE --Hydrology- Base- Runoff Peak JBS SWS Area CN UHS Tc K X Flow Volume Discharge (ac) (hrs) (hrs) (cf s) (ac-f t) _3813.26 (cf s) 8-24===66 M`=0-1970^000y0.000...--_0,01 Type: Null Label: TEMP. DIVERSION 1 111 Structure 8.24 _ -^�-_ __--- ___^--_1�38 ---W-�'^ 111.-Total^IN/OUT ---8.24-^ __r--__..-__W..--- 1.36 13.26 CD AL BY: LS DATE: Z-lq-- CHKD BY: � - DATE: -19- �P PROJECT NAME: Anson County E&S Control Plan = �' 1S 38 MAN — PROJECT NO. 7- SHEET O� Ai.MES & ASSOCIATES, INC. DESCRIPTION Erosion and Sedimentation ControlPlan CONSULTING ENGINEERS Design Calculations SEDCAD INPUT/OUTPUT CHANNEL SIZING CALCULATIONS a 7-, SEDCAD+ NONERODIBLE CHANNEL DESIGN ---------------------------------- CHANNEL 11 - REACH A INPUT VALUES: Shape TRAPEZOIDAL Discharge 224.80 CfS Slope 0.50 11 Sideslopes 2.00.1 (L) 2.00:1 (R) Bottom Width 6.00 ft Manning's n 0.035 Material RIPRAP - D50 = 12 INCHES Freeboard 0.25 ft RESULTS: Depth with Freeboard Top Width with Freeboard Velocity Cross Sectional Area Hydraulic Radius Froude Number 3.50 ft 3.'.75 ft 20,00 ft 21.00 ft 4.94 fps 45-51 Sq ft 2.10 ft 0.58 SEDCAD+ NONERODIBLE CHANNEL DESIGN ------------------------------------- CHANNEL 11 -- REACH B INPUT VALUES: Shape TRAPEZOIDAL Discharge 224.80 cfS Slope Sideslopes 2.20 0 2.00:1 (L) 2.00:1 (R) u` Bottom Width 6.00 ft Manning's n 0.035 Material RIPRAP - D50 12 INCHES Freeboard 0.25 ft �.T i:. RESULTS: —14 Depth 2.43 ft with Freeboard 2.68 ft Top Width 15.72 ft with Freeboard 16.72 ft Velocity 8.51 fps Cross Sectional Area 26.41 sq ft Hydraulic Radius 1.57 ft Froude Number 1.16 I ;x �•jf I., : 2 \ SaQCAD+ NONERODIRLE CHANNEL DESIGN --------------------------------- \/ QHANN£t 12 > INPUT VALUES: \_. Shape TRAPEZOIDAL Discharge 41.44 c£B } Slope .1.00 % : 2 Sideslopes 2.00:1 (£) 2.00:1 (R) ^ Bottom Width 4.00 £t Manning's n 0.069 ) Material kltRA2 - g50 = & INCHES \) Freeboard .25 £t :\ RESULTS: ` . Depth 2.04 £t . : ƒ with Freeboard 2.29 £t «& Top Width . 12.16 £t with Freeboard I3:16 £t \ Velocity 2.51 fps ,« .\ �y Cross Sectional area 16.48 sq £t Hydraulic Radius 1.26 £t >; Froude Number O.38 . � \ \� .y \\ . y .� . \\ \� 3 SEDCAD+ VEGETATED CHANNEL DESIGN ----------------------- TEMPORARY DIVERSION 1 INPUT VALUES: Shape Discharge Slope Sideslopes Max. Velocity Material Freeboard TRIANGULAR 13.26 cfs 2.00 6 2.00:1 (L) 5.000fps GRASS MIXTURE 0.25 ft RESULTS: r, STABILITY CLASS C CAPACITY CLASS C Actual Discharge 13.19 13.04 cfs ` Z" Depth 1.52 I.52 Top Width 6.08 6.09 Velocity 2.85 2.61 fps Cross Sectional Area 4.63 4.63 Sq ft Hydraulic Radius 0.66 0.68 ft Manning's n 0.057 0.058 a„ Froude Number 0.58 0.57. �i 2.00:1 (R) w/ FREEBOARD 1.77 ft 7.09 ft CD BY: 0- L2 DATE: 2�1,^ 2- CHKD BY: Ln' 13 DATE:i9`9� PROJECT NAME: Anson County E&S Control Plan PROJECT NO. 97-M-686 SHEET 23 OF 38 AI_MES & ASSOCIATES, INC. DESCRIPTION Er ion an Sedimentation Control Plan CONSULTING ENGINEERS Design Calculations SEDCAD INPUT/OUTPUT SEDIMENTATION BASIN DESIGN CIVIL SOFTWARE DESIGN SEDCAD+ Version 3 PEAK DISCHARGE TO SEDIMENT BASIN NO. 1 by Name: CLA (/f"'.kej /3r : 6wx9 a -/%-tip Company Name: ALMES & ASSOCIATES File Name: C:\SEDCAD3\ANSON\BASINI Date: 02 -19 -1998 Civil Software Design --- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved, Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\BASINI User: CLA Date: 02-19-1998 Time: 09:36:52 PEAK DISCHARGE TO SEDIMENT BASIN NO. 1 Storm: 5,40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr --DETAILED SUBWATERSHED INPUT/OUTPUT TABLE Seg, Land Flow Segment Time Muskingum B S SWS # Condition Distance Slope Velocity Time Conc. K X (ft) ( a ) (fps) (hr) {hr) (hr) 2 1.1_ 1---a______-3__- 100,00 6.00 1.71 0.02 -b 7 880.00 2.80 3.37 0.07 0.088 Civil Software Design -- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved. Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\BASINI User: CLA Date: 02-19-1996 Time: 09:36:52 PEAK DISCHARGE TO SEDIMENT BASIN NO. 1 Storm: 5.40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr --SUBWATERSHED/STRUCTURE INPUT/OUTPUT TABLE -Hydrology- Base- Runoff Peak JBS 5WS Area CN UHS Tc K X Flow Volume Discharge (ac) (hrs) (hrs) (cfs) (ac-ft) (cfs) 111 1 66.40 89 M 0.159 0.000 0.000 0.0 23.00 224.80 Type: Null Label: CHANNEL 11 111 Structure 66.40 23.00 _----_W___-_-------____•-_----.._-______.._-__--_ 111 Total IN/OUT 66.40 23.00 224.60 121 123.20---72--M---0.295-�0.000�0.000 �--0.0- 4,85 41.44 Type: Null Label: CHANNEL 12 121 Structure 23.20 4.85 -----.._____..______________________ 121 Total IN/OUT 23.20 _____..__ - 4.65 41.44 211-�14.00 r66--M-_-0.088 0.000 Or000 010 �y0.67 8,73 Type: Pond Label: SED. BASIN NO. 1 211 Structure 4.00 28.52 W_.._..__ 211 ----------------------------------------------- Total IN 93.60 28.52 270.53 211 Total OUT 24.29 21.09 111 to 211- Routing -�^^ 0.0100 0.000 Civil Software Design -- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved. Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\BASINI User: CLA Date: 02-19--1998 Time: 09:36:52 PEAK DISCHARGE TO SEDIMENT BASIN NO. 1 Storm: 5.40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr -POND INPUT/OUTPUT -TABLE J2, B1, S1 SED. BASIN NO. 1 Drainage Area from J2, B1, S1, SWS(s)1: 4.0 acres Total Contributing Drainage Area: 93.6 acres DISCHARGE OPTIONS: F P.erf. Emergency Riser Spillway Riser Diameter ^(in)_ 24.0 ---- Riser Height (ft) 2.50 ---- Barrel Diameter (in) 24.0 Barrel Length (ft) 225.00 ---- Barrel Slope (o) 1.00 ---- Manning's n of Pipe 0.024 --- Spillway Elevation 268.5 ---- Lowest Elevation of Holes 266.8 ----- I-.-P- ## of Holes/Elevation 8 ---- Entrance boss Coefficient ----- ----- ��' Tailwater Depth (ft) ----- ---- Notch Angle (degrees) ---- i Weir Width (ft) -- - _- - Siphon Crest Elevation ---- ---- Siphon Tube Diameter (in) ---- ----- Siphon Tube Length (ft) -- ---- __ Manning's n of Siphon _--- ---- Siphon Inlet Elevation --- ---- Siphon Outlet Elevation ---- ---- Emergency Spillway Elevation ------ 274.0 Crest Length (ft) -- - 10.0 Z:1 (Left and Right) -- -- 2.0 2.0 } Bottom Width (ft) ----- 8.0 POND RESULTS: Permanent Pool (ac--ft ) 2.0 Runoff Peak Volume Discharge (ac-ft) (cfs) IN 28.52 270.53 OUT 24.29 21.09 Peak Hydrograph Elevation Detention Time (hrs) 272-2 5.22 9.4 days Dewatering Time (Max. Perf. Riser Elev to Lowest Orifice): Civil Software Design -- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. All rights reserved. Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\BASINI User: CLA Date: 02-19-1998 Time: 09:36:52 PEATY DISCHARGE TO SEDIMENT BASIN NO. 1' Storm: 5.40 inches, 10 year-24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr ELEVATION -DISCHARGE TABLE J2, B1, S1 SED. BASIN NO. 1 Drainage Area from J2, B1, S1, SWS(s)1: 4.0 acres Total Contributing Drainage Area: 93.6 acres Perf. Emergency Total Riser Spillway Discharge Elevation (cfs) (cfs) (cfs) 0.0 266.25 0.0 0.0 0.0 266.50 0.0 0.0 0.0 266.75 0.0>1.00 0.0 0.1 267.00 0.1 0.0 0.1 267.25 0.1>1.00 0.0 0.3 267.50 0.3 0.0 0.4 267.75 0.4>1.00 0.0 0.5 268.00 0.5 0.0 0.6 268.25 0.6>1.00 0.0 0.8 268.50 0.8 0.0 2.4 268.75 2.4 0.0 6.9 269.00 6.9 0.0 12.7 269.25 12.7 0.0 15.1 269.50 15.1 0.0 16.9 269.75 16.9 0.0 18.2 270.00 18.2 0.0 18.5 270.25 18.5 0.0 18.9 270.50 18.9 0.0 19.2 270.75 19.2 0.0 19.6 271.00 19.6 0.0 19.9 271.25 19.9 0.0 20.2 271.50 20.2 0.0 20.6 271.75 20.6 0.0 20.9 272.00 20.9 0.0 21.2 272.25 21.2 0.0 21.5 272.50 21.5 0.0 21.8 272.75 21.8 0.0 22.1 273.00 22.1 0.0 22.4 273.25 22.4 0.0 22.7 273.50 22.7 0.0 23.0 273.75 23.0 0.0 23.3 274.00 23.3 0.0 27.4 274.25 23.6 3.8 31.5 274.50 23.8 7.6 -. 33.1 274.60 23.9 9.2 274.70 24.1 12.3 .36.4 274.75 24,1 12.3 36.4 274.80 24.2 15.8 40.0 274.90 24.3 19.7 44.0 275.00 24.4 23.5 47.8 275.25 24.7 33.3 57.9 275.50 24.9 50.8 75.7 275,75 25.2 63.8 89.0 276.00 25.4 86.0 111.4 Civil Software Design -- SEDCAD+ Version 3.1 Copyright (C) 1987-1992. Pamela J. Schwab. ,All rights reserved. Company Name: ALMES & ASSOCIATES Filename: C:\SEDCAD3\ANSON\BASINI User: CLA Date: 02-19-1998 Time: 09:36:52 PEAK DISCHARGE TO SEDIMENT BASIN NO. 1 Storm: 5.40 inches, 10 year--24 hour, SCS Type II Hydrograph Convolution Interval: 0.1 hr -_ELEVATION-AREA-CAPACITY-DISCHARGE TABLE J2, B1, S1 SED. BASIN NO. 1 Drainage Area from J2, B1, S1, SWS(s)1: 4.0 acres Total Contributing Drainage Area: 93.6 acres SW#1: Perforated Riser SW#2: Emergency Spillway Elev Stage Area Capacity Discharge (ft) (ac) (ac-ft) (cfs) 266.00 0.00 2.60 0.00 0.00 --` 266.25 0.25 2.65 0.66 0.00 266.50 0.50 2.70 1.33 0.00 266.75 0.75 2.75 2.01 0.00 Low Orifice of SW#1 .;<n 267.00 1.00 2.81 2.70 0.11 267.25 1.25 2.86 3.41 0.15 267.50 1.50 2.91 4.13 0.29 267.75 1.75 2.97 4.87 0.36 268.00 2.00 3.02 5.61 0.52 268.25 2.25 3.07 6.38 0.62 -`' 268.50 2.50 3.12 7.15 0.80 Stage of SW#1 ?" 268.75 2.75 3.17 7.94 2.43 269.00 3.00 3.23 8.74 6.89 269.25 3.25 3.2.8 9.55 12.65 269.50 3.50 3.33 10,38 15.13 269.75 3.75 3.39 11.22 16.91 270.00 4.00 3.44 12.07 18.18 270.25 4.25 3.48 12.94 18.54 270.50 4.50 3.53 13.81 18.89 _- 270.75 4.75 3.57 14.70 19.24 271.00 5.00 3.62 15.60 19.58 271.25 5.25 3.66 16..51 19.91 271.50 5.50 3.71 17.43 20.24 271.75 5.75 3.75 18.3b 20.56 272.00 6.00 3.80 19.31 20.88 272.17 6.17 3.85 19.95 21.09 Peak Stage 272.25 6.25 3.86 20.27 21.20 272.50 6.50 3.93 21.24 21.51 :. 272.75 6.75 3.99 22.23 21.81 273.00 7.00 4.06 23.24 22.11 273.25 7.25 4.13 24.26 22.41 273.50 7.50 4.19 25.30 22.70 273.75 7.75 4.26 26,36 22.99 274.00 8.00 4.33 27.43 23.28 Stage of SW#2 -�'-' 274.25 8.25 4.38 28.52 27.38 i 274.50 8.50 4.44 29.62 31.48 274.60 8.60 4.46 30.07 33.12 274.70 8.70 4.48 30.52 36.37 274.75 8.75 4.49 30.74 36.43 274.80 8.80 4.50 30.96 39.99 274.90 8.90 4.53 31.42 43.95 275.00 9.00 4.55 31.87 47.84 275.25 9.25 4.60 33.01 57.91 275.50 9.50 4.66 34.17 75.69 275.75 9.75 4.71 35.34 88.97 276.00 10.00 4.77 36.53 111.41 I CD BY: C�� DATE. 2-12-4 CHKD BY: t"'W- DATE: PROJECT NAME: Anson Count E&S Control Plan, PROJECT NO. SHEET 33 OF -38 ALMES ASSOCIATES, INC. DESCRIPTION Erosion and Sedim ntation Control Plan CONSULTING ENGINEERS Design Calculations ANTI -SEEP COLLAR DESIGN 9: USDA-SCS-Md ANTI -SEEP COLLAR DESIGN This procedure provides the anti -seep collar dimensions for only temporary sediment basins to increase the seepage length by 15 for various pipe slopes, embankment slopes and riser heights. The first step in designing anti -seep collars is to determine the length of pipe within the saturated zone of the embankment. This can be done graphi- cally or by the following equation, assuming that the upstream slope of the embankment intersects the invert of the pipe at its upstream end.- {See em- bankment -invert intersection on the drawing below: i e_ Ls y (z+4) l+pit -e slop ZS�24L4 4 0.25-pipe slope 0.25 -0,01 ��, 15. �o where: Ls W length of pipe in the saturated zone (ft.) y = distance in feet from upstream invert of pipe to highest normal water level expected to occur during the life of the structure, usually the top of the riser. z = slope of upstream embankment as a ratio of z ft. horizontal to one ft. vertical. Pipe slope = slope of pipe. in feet per foot. This procedure is based on the approximation of the phreatic line as shown in the drawing below: Riser Crest - mac-- Assumed c°filar phreatic h)` �°ra]ecti\ a� Line I �---- Embankment Embankment �-- Invert Intersection Ls pipe diameter 18.18 LS 150 MEMO %/% PAP ME M ESE m mI NlArm ONE SENSE■ SPIN 201PAPIESSIZZ-11 ME ME m �►.'///■/./�//��.'/ NEON SON Emomm son NNW, MESISIM 0 ESE WE'RE PAPA 0 9, m m SEENISSENISE PINFEWIN RON=- m ammmummamman 0 --- MEMIMME I NJ PPAFFN MEN m NPAPHIMINUMME MEMEMMOMMEM COLLAR PROJECTION ,V, FEET - . IN MENNNE sommumms NEON ME MEMNIMMMUM MRISIMEREM. 0 MINEMOVE WERAHMIN SEMMES a No ISMIN EMISSION!■MEN NEI NOTE: This . procedure is for a 15 */* ihcrease in the kngth ort the iiux F%J& 1. 10 9 6� 7 b 5 4 2 H Dom• CD BY: DATE: z-) q CHKD BY:... 9 DATE: rr ,g „ :�2., PROJECT NAME: Anson County E&S Control Plan PROJECT NO. R - SHEET 36 OF 38 ALMES ASSOCIATES, INC. DESCRIPTION Erosion and Sedimentation Control Plan CONSULTING ENGINEERS Desipn Calculations FIGURE 8.06a RIPRAP APRON DESIGN Appendices 21 3)0 4 Outlet W = [)o + La pipe ---� I diameter {Do) �—La ter - 0,5Do k0 C, - e\,q tr J1 IrI tTif L Llfifl' ' iii�immmmailiiiaiiiiiiil rrlllll0iI11 11111111111111110 a a' a o" —i F I l -: r [+-� j i 4 -4 IV .- 1.41,111r, 111Air 1141FX', fal !fillI .1 rJ1,111111111,111! /llliRlNi�' .lad NMI,' 1 [111110 4 3 P in HI" pits I III M I I III,"" tit 11 rd — WIN Discharge (Olsec) CAS Curves may not be extrapolated, Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T,, < 0.5 diameter). -- 1e01--'r)r-0-rL1 Apron i Pev. IW3 8.06.3 APPENDIX C EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST NORTH CAROLINA DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES LAND QUALITY SECTION EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST The following items shall be incorporated with respect to specific site conditions, in an erosion and sedimentation control plan: LOCATION INFORMAT-LON Figure I & Narrative Project location Figure I & Narrative__ Roads, streets Figures 1 through h North arrow Figures 1 through 6 Scale Figures 1 through.6 Adjoining lakes, streams or other major drainage ways GENERAL SITE FEATURES Figures 1 through-6 North arrow Figures 1 through 6 Scale Figures 2 through_6 Property lines Figures 1 through6 Legend Figures I througb Existing contours Figures 1 through 6 Proposed contours Figures 2through-b Limit and acreage of disturbed area Figures 2 thro_vgh 6 Planned and existing building locations and elevations Figures 2 through 6 Planned and existing road locations and elevations NA Lot and/or building numbers Figures 2 through 6 Land use of surrounding areas NA Rock outcrops NA Seeps or springs NA wetland limits NA Easements Figures ZAhrffi19bJ6 Streams, lakes, ponds, drainage ways, dams Figure X Boundaries of the total tract BOBROW AND WASTE Figures 2 ht rough G If the same person conducts the land -disturbing activity and any related borrow or waste activity, the related borrow or waste activity shall constitute part of the land -disturbing activity unless the borrow or waste activity is regulated under the Mining Act of 1971, or is a landfill regulated by the Division of Solid Waste Management. If the land -disturbing activity and any related,borrow or waste activity are not conducted by the same person, they shall be considered separate land -disturbing activities. Figures 2through6_Stockpiled topsoil or subsoil location NA Street profiles ITE DRAINAGE FEATURE Figures 2th� b Existing and planned drainage patterns (include off - site areas that drain through project) Figures 2 through 6 Size of Areas to be disturbed (Acreage) NA Size and location of culverts and sewers Narrative Soils information (type, special characteristics) Narrative Design calculations for peak discharges of runoff (including the construction phase and final runoff coefficients of the site) NA Design calculations and construction details for culverts.and storm sewers Figure 7 & Narrative__ Design calculations, cross sections and methods of stabilization of existing and planned channels (include Figure 7 & temporary linings) Narrative Design calculations and construction details of energy dissipators below culverts and storm sewer outlets (for rip --rap aprons, include stone si.zes (diameters) and apron dimensions) f' NA Soil information below culvert and storm sewer outlets NA; Design calculations and construction details to control groundwater, i.e. seeps, high water table, etc. NA Name of receiving watercourse or name of municipal operator (only where stormwater discharges are to occur) EROSION CONTROL MEASURES Figures 2 through 6 Legend h Figures 2through 6 Location of temporary and permanent measures Figures through_8 Construction drawings and details for temporary and permanent measures Figure S & 3 Narrative Design calculations and construction details for sediment basins and other measures Figure 8 & _Em_rati.Ye_ Maintenance requirements during construction Narrative Person responsible for maintenance during construction Narrative Maintenance requirements and responsible person (s) for permanent measures VE BTATIVE STABILIZATION Narrative Areas and acreage to be vegetatively stabilized Narrative planned vegetation with details of plants, seed, mulch, fertilizer Narrative Specifications of permanent and temporary vegetation Narrative Method of soil preparation OTHER REQUIREMENTa Figure S & Narrative Narrative describing construction sequence (as needed) Narrative Narrative describing the nature and purpose of the construction activity Appendix A ,.._, __...Completed Financial Responsibility/Ownership Form (to be signed by person financially responsible for project) Narrative Bid specifications regarding erosion control .; Figure S & Narrative Construction sequence related to sedimentation and erosion control (include installation of critical measures prior to initiation of the land -disturbing activity and removal of meas-uses after areas they serve have been permanently stabilized. f, - T4, 4 FIGURES '1 �• 1 , n•!'tle Mil' ,••.t �f 1j•..���'• �`� '� .. •.l'.'�E•=. ':t� -l'±:`�`'�•%-3�` .� i f t �50 ••�»'" L�- ,e— �-..��� .�. r ..' _• ) 5;.�.^ .. '• ,:ice• � �1:���• J YaicCD�nk: _ • . • .» � i• .;� "� it `,?;� • � `^ $ �s���s: ��lo's °Ft,tp �s - i , e _ �1 il[. y • :- 11i y ems: 4E;4 ' -`- It ' S ARC CO t �`�'• '1'' i a' , , I -, chit ter. • l •.��� ', . • , 1 i z7ry _ .•. _ "'"c'"�''.�"''�--'" ! .t yN. owl blktob !2 t f/L� ,t ' ?s'r .s\'� � fib '•. 'ISO��,'�. r�� �,•Y t',� � w Radio zower airy St2te Prisr^ �. •fi 9��..,r,•:� �. { �• � -:�.. '-ff,'ir ..tiff' �y'� � • It2t` _ J ^ ; r �'"'�t t tom— _ if E;; Ysl •^ter ,d' ��•' ��} � i t ( ^'' ••.''.�'3' � ..� ,,. M �/, - / •' � y SrrE LOCATION 4"4 -13 -.'_. ���� yam, 1 . • 1 w _ / 11) ' •r'I i 4�ir.f�.?� �. .�1.'�••"Q"�r •�� �] I s � :I��� •V VS :... `� 1�;��, t' �'t�rrr�..F���%.'t;i' r'' �•� �! 1; �f, � F l• 1' . .j � •, , '•t` ..3 US.G.S. 7.5 MINUTE TOPOGRAPHIC QUADRANGLE S C A L E 46P OF POLKTON, N.C., DATED 1970, AND RUSSEWALLE, N.C. DATED 1971. 2040 0 2000 FEET P=BURQH, PA• DRAWN ByP,3H 1/20/g SITE LQCATION MAP CHECKED BY l� q EROSION AND SEDIMENTATION CONTROL PLAN APPROVED W 1&61.f 1 ?� PREPARED FOR SCALE Diti4lh�tlG Ni?. E As NOTED D7-975-A� y4�TAFdY i x�- 3�s. . tn�tx�we FIGURE N0.