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19-10_5_Redacted
, North Carolina Department of Environment and Natural Resources, Division of Land Resources, Land Quality Section ��/�fj MINE INSPECTION REPORT 1. MINE NAME /'lIM4 On P I % 4(PERMITTED 2. MINING PERMIT # 16 3. OPERATOR 1Zlnn'il., r? ofek Ce 4. COUNTY C.L.>TLam 5. ADDRESS to f a'i -i/i ;LaL. k -77! 3 6. PERMIT EXPIRATION DATE 'a/�l Y /d(II 7. RIVER BASIN C 8. Person(s) contacted at site PO4 Me K/n / Tn nn GG.h u/9144 f 9. Was mine operating at time of inspection? [� Yes O No 10. Pictures? ❑ Yes K No 11, Date last inspected: / / 12. Any mining since last inspection? V Yes ❑ No ' 13. Is the mine in compliance with the Operating Conditions of the Permit? Ifs Yes ❑ No -1f-no-explain: e, r + p ,n t nc. n 7 �.;, 1 „v.m f i I I101t , 5 -/im1-ed fi � �4A H s J, AQ e 'Ln A lL e d lj 4 011412 4. 4 'rnr nB r '..r On.arL wa 1 � C . n /. ' P_ r-i o.a lid Sopde // J 9Utc; e ei7 14. Is the mine in compliance with the Reclamation Conditions of the Permit? ❑ Yes ❑ No If no, explain: r 44 15. Did any of the above deficiencies result in offsite damage? ❑ Yes j No If yes, describe the type and severity of the damage: 16. Corrective measures needed and/or taken: 41,Py n a 17. Other recommendation and comments: 4vjizm0 441 �n ` 18. Is the Annual Reclamation Report +/-map accurate? ® Yes ❑ No (Explain) ❑ Not Reviewed 19. Follow-up inspection needed? ❑ Yes It] No Proposed date / / 20. No. of additional pages of Inspection Report=21. Copy of Report sent to operator f _�D J (date) INSPECTED BY: nu I / ),/P�I� k/P n P f( DATE 6`✓115'1 h S Telephone No: 0 N 1 '1'71- a17OG l White copy to file Yellow copy to operator Pink copy to Mining Specialist 10197 SILT FENCE DROP INLET SEDIMENT FILTER Seedbed Preparation: A. u.v. RESISTANT (BLACK) GE❑TEx1TLE OR Eouty. FABRIC CUT FROM a 1 . Chisel compacted areas and spread topsoil three inches deep over adverse soil conditions, I available. CONSTRUCTION SCHEDULE: CONTINUOUS ROLL TO MINIMIZE JOINTS (MUST HAVE AT LEAST 1) . l 2. Rip the entire area to six inches deep. B. STAKES SHALL BE TREATED 2'x 4', 2'x 2' OAK, OR EQUIV. METAL 3. Remove all loose rock, roots, and other obstructions leavingsurface reasonably smooth and uniform. WITH A MINIMUM LENGTH OF 3.0 FEET. y 1 . ) OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS. C. STAPLES SHALL BE OF HEAVY DUTY WIRE AT LEAST 112- INCHES LONG, 4. Apply agricufturallime, fertilizerandsuperphosphateuniformlyandmixwithsoil (seemixture). D. STAKES SHALL BE SPACED AROUND THE PERIMETER OF THE INLET A 5. Continue tillage until a well-pulverized, firm reasonably uniform seedbed is prepared four to six inches MAXIMUM OF THREE FEET APART AND SECURELY DRIVEN INTO THE GROUND deep. (MINIMUM OF 1.0 FOOT), 2. FLAG DISTURBANCE LIMITS. E. A TRENCH SHALL BE EXCAVATED APPROX. 4' WIDE AND 4' DEEP 6. Seed on a freshly prepared seedbed and Cover seed lightly with seeding equipment or cultipack after AROUND THE OUTSIDE PERIMETER OF THE STAKES. seeding. 3• ) INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE. F. USE 12 GAUGE WIRE, 4'x 4' OR 4'x 2'. 7. Mulch immediately after seeding and anchor mulch. WIRE AND FABRIC SHALL BE STAPLED TO THE WOODEN STAKES 8. Inspect all seeded areas and make necessary repairs or reseedings within the planting season, u 4.) CONSTRUCT DIVERSION DITCH #3, VEGETATE AND INSTALL TEMPORARY (FABRIC FASTENED TO THE WIRE AT THE TOP WITH WIRE TIES) passible. If stand should be over 60% damaged, re-establish following the original lime, fertilizer and WITH 8' OF THE FABRIC AND 4' OF THE WIRE EXTEN➢ING INTO seeding rates. SYNTHETIC LINER, THEN INSTALL PERMANENT SEDIMENT BASIN . THE TRENCH. THE HEIGHT OF THE FILTER BARRIER SHALL BE 15' MIN. AND NOT EXCEED 1e1. !. G. THE TRENCH SHALL HE BACKFIELD WITH SOIL COMPACTED OR 5•) CONSTRUCT REMAINING DITCHES WITH TEMP. LINERS AND VEGETATE Mixture CRUSHED STONE OVER THE FABRIC. DISTURBED AREAS. Agricultural Limestone: 2 tons/acre (3 tons/acre in clay soils) 6. ) INSTALL TEMPORARY SEDIMENT FENCING. Fertilizer: 1 ,000lbslacre - 10-10-10 Superphosphate: 500 Ibs/acre - 20% analysis STAKES Mulch 2 tons/acre - small grain straw 7.) REMOVE ROOT MATERIAL AND GRADE SITE AS REQUIRED. DROP INLET WITH GRATE Anchor: Asphalt Emulsion at 300 galslacre WIRE 8.) COMPLETE FINAL GRADING OF GROUNDS,TOPSOIL CRITICAL AREAS FILTER FABRIC N❑TEs: AND PERMANENTLY VEGETATE. 3111 OROVBiAND FLOWS Seeding Schedule ONLY. MOTO SLOPE NOT TO EXCEED 5%. IRX: M. _ 9. ) INSPECT ALL EROSION CONTROL DEVICES WEEKLY AND SEDIMENT LADEN RUNOFF APPROX 1 ACRE. For Shoulders, Side Ditches, Slopes (Max 3:1): Date Type Planting Rate REPAIR/REPLACE AS NEEDED. Aug 15 - Nov 1 Tau Fescue 300lbs/acre • 10. )AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND \ INSTALL PERMANENT VEGETATION ON THE DISTURBED AREAS. FILTERED WATER Nov 1 - Mar 1 Tall Fescue & Abruzzi Rye 300lbs/acre BURIED WIRE & FILTER FABRIC — SCHEDULE FABRIC DROP INLET PROTECTION Mar 1 - Apr 15 Tall Fescue 300 Ibs/acre NO SCALE _. . - __ -.. . - I. _.. _ _.. NO SCALE Apr 15-Jun 30 Hulled Common Bermudagrass 25 Ibslacre 5 FT— STORAGE = 50400 4 ` ` "` 1.5 Fr Jul 1- Aug 15 Tall Fescue AND Browntop Millet 25 Ibs/acre (Tall Fescue); 35 VARIES Storage = 1600ar pe acre anon 2 - ` a or Sorghum-Sudan Hybrids**'Ibs/acre (Browntop Millet); 30 77-71 -Sudan nu ni Y Hybrids) ' a Excavate sediment storage basin as needed FILTER FABRIC For Shoulders, Side Ditches, Slopes Slopes (3:1 to 2:1) FILTER FABRIC CROSS SECTION Mar 1 - Jun 1 Sericea Lespedeza (scarified) and use the following combinations: 50 Ibslacre (Sericea Lespedeza); CROSS SECTION Mar 1 - Apr 15 Add Tall Fescue 120 Ibs/acre DESIGN oOR SETTLEMFILL 6" ENT EMENT Mar 1 - Jun 30 Or add Weeping Love grass 10 Ibs/acre ' CLASS 1 TOP 0 EL. 241 _ OR B \ Marl - Jun 30 Or add Jutted Common Bermudagrass 25 Ibs/acre EROSION ) a" ' �v. . • II + ' ' ! =11 °' z 7'E II ill ill II: �i c U CONTROL B FT , r Jun 1 - Sept 1 Tall Fescue AND Browntop Mullet or � rt � s / STONE �, r` ': . rL> • III II I' °Q5 ,,, ® EL 247 + � '' III. Emergency b 24" MAX. ® CENTER w 9 Y. Y P°� Sorghum Sudan Hybrids"* 120 Ibs/acre (Tall Fescue); 35 y'T <<� 2 :; ° n TM � o • 11 0 EL. 248 FIL FILL Ibslacre (Browntop Mullet); �40,' , 30 Ibslacre (Sorghum-Sudan Hybrids) NATURAL Sept 1 - Mar 1 Sericea Lespedeza (unhulletl - unscarihed) FILTER FABRIC GROUND AND Tall Fescue70 Ibslacre (Seriecea FRONT VIEW Lespedeza); 120lbs/acre (Tall Fescue) PROFILE Nov 1 - Mar 1 AND Abruzzi Rye 25 Ibs/acre CHECK DAM BASIN *2 SPILLWAY — SEEDING SCALE NO SCALE NO _SCALE __. _._ _. . FENCE NO - _ 1. LOCATE POSTS DOWNSTREAM OF FABRIC TO HELP SUPPORT FENCING 4' LONG EXISTING ROAD 6" MIN DEPTH 2"-3° COARSE AND AT A MAX. DISTANCE OF II W/0 WIRE MESH AND Bi WIRE TIES 2X4 WOODEN POST AGGREGATE W/ WIRE MESH. 2 PER POST OR EQUIVALENT METAL STAKEOKIDGE ON 6" MIN HEIGHT DIVERSION VARIES 2. BURY TOE OF FENCE APPROX. 8" TO PREVENT UNDERCUTTING. RIDGE 3. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN TO A SUPPORT 2% MAX SLOPE POST AND OVERLAP TO THE NEXT POST. e 4. OPTIONAL FENCING ACCEPTABLE IF APPROVED BY APPLICABLE AUTHORITIES p I 1 ri ,. II III 'I Cy �1 FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS 4" GEOTtxii FABRIC VARIES AND STABILIZERS AND SHALL CONFORM TO THE FOLLOWING: i UNDERLAYMENT FILTERING EFFICIENCY: 85% MIN. Z EGTIDN VEGETATED A CONSTRUC110N NOTES: �_ GE D CHANNEL SLURRY FLOW RATE: 20 GALONG.: 0MIN (MIN) '—^ TENSILE STRENGTH Q 20S ELONG.: 30/�/LIN.IN. (STANDARD) USE FENCE A OR B !. w1) AVOID CURVES IN PUBLIC ROADS AND STEEP SLOPES. REMOVE ALL VEGETATION AND OTHER OBJECTIONABLE MATERIAL 50#/LIN.IN. (EXTRA STRENGTH) '. FROM THE FOUNOA➢ON AREA. GRADE AND DRAIN FOUNDADON FOR POSITIVE DRAINAGE. SEE CALCULATIONS FOR DITCH GEOMETRY A e2) IF THE SLOPE TOWARDS THE ROAD EXCEEDS 2& CONSTRUCT A RIDGE, 6 TO B INCHES HIGH WITH 3:1 SIDE SLOPES, ACROSS THE FOUNDATION APPROXIMATELY 15 FEET FROM THE ENTRANCE TO DIVERT RUNOFF FROM THE PUBLIC ROAD. DITCH GEOMETRY BASED ON Q10 3) PLACE GEOTEX11LE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS AREANTICIPATED. S5 "t f "�,X•,a.."a N$TALL TEMPORARY LINER( 4) PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE. DITCH #1 — USE NORTH AMERICAN GREEN C125 OR EQUIVILANT 5) DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN. DITCH #2 BL 3 — USE NORTH AMERICAN GREEN SC150 OR EQUIVILANT A: STANDARD STRENGTH I I 6) INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE. B: EXTRA FABRIC OVER 14 GA. LI 7 MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE SITE SHOULD MUD BE EI WIRE MESH. STRENGTH FABRIC ) VIN TRACKED OR WASHED ONTO THE EXISTING ROAD, THE CONTRACTOR SHALL REMOVE IT IMMEDIATELY. PERMENANT DIVERSION SILT FENCE INSTALLATION STABWZED CONSTRUCTION ENTRANCE NO SCALE NO SCALE NO SCALE FOR PERMIT REVIEW ONLY NO. DATE REVISION TRMGLE BRICK COMPANY SHEET NUMBER: " . 02 03 O6 REVISED S8E AS PER NCDENR COMMENTS TRIANGLE BRICK COMPANY Car err Burg SEDIMENT AND EROSION CONTROL DETAILS EALr . MERRY OAKS MINE #1 : 22202 ; CARTER 6 BURGESS, INC. c • ry�INER4 • 5811 GLENWOOD AVENUE, SUITE 300 Major Permit Modification CHATHAM COUNTY, NC cC 002 RALEIGH, NORTH CAROLINA 27612 Truck Maintenance Facility CODE: ITEM: FILE NUMBER: DATE 12/22/2005 SHEET 4 4 0900590D\001�2 DDPYRIGHT © 2003 by Caner h Burgess, Mc NCDENR North Carolina Department of Environment and Natural Resources Division of Land Resources Land Quality Section James D. Simons, PG, PE Michael F. Easley, Governor Director and State Geologist William G. Ross Jr., Secretary March 22, 2006 Mr. Howard P. Brown Triangle Brick Company 6523 NC Hwy. 55 Durham, North Carolina 27713-9413 RE: Permit No_ 19-10 Merry Oaks No. 1 Mine Chatham County Cape Fear River Basin Dear Mr. Brown: Your recent request to have the above referenced mining permit modified has been approved. The modification is to allow the construction of a Truck Maintenance Facility in a ' previously affected area and includes the installation and maintenance of the associated sediment and erosion control measure as indicated on the Sediment and Erosion Control Plan, Sheet 3 of 4 and the Sediment and Erosion Control Details, Sheet 4 0f 4 last revised February 3, 2006. There is no net-change in affected or permitted acreage associated with this modification. A copy of the modified permit is enclosed. The conditions in the modified permit were based primarily upon the initial application. Modifications were made as indicated by the modification request and as required to insure compliance with The Mining Act of 1971. The expiration date, mine name and permit number shall remain the same as before the modification. I would like to draw your particular attention to the following conditions where minor additions or changes were made: Operating Condition No. 4C and Reclamation Condition No. 3. The issuance of a mining permit andlor any modification to it does not supersede local zoning regulations. The responsibility of compliance with any applicable zoning regulations lies with you. As a reminder, your permitted acreage at this site is 350 acres and the amount of land you are approved to disturb is 109.9 acres. 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • 919-733-45741 FAX: 919-715-8801 512 North Salisbury Street, Raleigh, North Carolina,27604 An Equal Opportunity 1 Affirmative Action Employer—50%Recycled 110%Post Consumer Paper Mr. Brown Page Two Please review the modified permit and contact Ms. Judy Wehner, Assistant Mining Specialist, at (919) 733-4574 should you have any questions concerning this matter. Sincerely, ioyd R. Williams, PG, CPG, CPM State Mining Specialist Land Quality Section FRWIjw Enclosures CC' Mr. John Holley, PE Ms. Shannon Deaton - WRC, w/enclosures Mr. Bradley Bennett - DWQ, wlenclosure Mr. William Gerringer-Mine and Quarry Bureau, w/o enclosure I DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES DIVISION OF LAND RESOURCES LAND QUALITY SECTION PERMIT For the operation of a mining activity In accordance with the provisions of G.S. 74-46 through 68, " The Mining Act of 1971 ," Mining Permit Rule 15A NCAC 5 B, and other applicable laws, rules and regulations Permission is hereby granted to: Triangle Brick Company Merry Oaks Mine No. 1 Chatham County — Permit No. 19-10 for the operation of a Clay Mine Which shall provide that the usefulness, productivity, and scenic values of all lands and waters affected by this mining operation will receive the greatest practical degree of protection and restoration. MINING PERMIT EXPIRATION DATE: February 28, 2011 Page 2 \ In accordance with the application for this mining permit, which is hereby approved by the Department of Environment and Natural Resources, hereinafter referred to as the Department, and in conformity with the approved Reclamation Plan attached to and incorporated as part of this permit, provisions must be made for the protection of the surrounding environment and for reclamation of the land and water affected by the permitted mining operation. This permit is expressly conditioned upon compliance with all the requirements of the approved Reclamation Plan. However, completed performance of the approved Reclamation Plan is a separable obligation, secured by the bond or other security on file with the Department, and may survive the expiration, revocation, or suspension of this permit. This permit is not transferable by the permittee with the following exception: If another operator succeeds to the interest of the permittee in the permitted mining operation, by virtue of a sale, imposed upon him by the conditions of his permit and by the Mining act with reference to the permitted operation, and transfer the permit to the successor operator, provided that both operators have complied with the requirements of the Mining Act and that the successor operator agrees to assume the duties of the permittee with reference to reclamation of the affected land and posts a suitable bond or other security. In the event that the Department determines that the permittee or permittee's successor is not complying with the Reclamation Plan or other terms and conditions of this permit, or is failing to achieve the purposes and requirements of the Mining Act, the Department may give the operator written notice of its intent to modify, revoke or suspend the permit, or its intent to modify the Reclamation Plan as incorporated in the permit. The operator shall have right to a hearing at the designated time and place on any proposed modification, revocation or suspension by the Department. Alternatively and in addition to the above, the Department may institute other enforcement procedures authorized by law. Definitions Whenever used or referred to in this permit, unless the context clearly indicates otherwise, terms shall have the same meaning as supplied by the Mining Act, N.C.G.S. 74-49. Modifications December 9. 1997, This permit has been modified to allow th 3 xpansion of the existing brick production facility and associated storage, parking, new gravel asphalt road south of the existing facility, and associated 'erosion and sedimentation control measures (totaling approximately 20.23 acres) as indicated on the mine maps dated October 15, 1997. February 28, 2001: This permit has been modified to increase the total affected area to 109.9 acres, which includes mining areas M-3, M4, M-5 and M-6 as indicated on the mine maps last revised October 2000. Page 3 March 22, 2006: This permit has been modified to allow the construction of a Truck Maintenance Facility in a previously affected area and includes the installation and maintenance of the associated sediment and erosion control measure as indicated on the Sediment and Erosion Control Plan, Sheet 3 of 4 and the Sediment and Erosion Control Details, Sheet 4 Of 3 last revised February 3, 2006. There is no net change in affected or permitted acreage associated with this modification. Expiration Date This permit shall be effective from the date of its issuance until February 28, 2011. Conditions This permit shall be subject to the provisions of the Mining Act, N.C.G.S. 74-46, et. seq., and to the following conditions and limitations: OPERATING CONDITIONS: 1. A. Any wastewater processing or mine dewatering shall be in accordance with the permitting requirements and rules promulgated by the N.C. Environmental Management Commission. B. Any stormwater runoff from the affected areas at the site shall be in accordance with any applicable permit requirements and regulations promulgated by the Environmental Management Commission. It shall be the permittee's responsibility to contact the Division of Water Quality to secure any necessary stormwater permits or other approval documents.. 2. A. Any mining process producing air contamination emissions shall be subject to the permitting requirements and rules promulgated by the N.C, Environmental Management Commission and enforced by the Division of Air Quality. B. During mining operations; water trucks or other means that may be necessary shall be utilized to prevent dust from leaving the permitted area. 3. A. Sufficient buffer (minimum 50 foot undisturbed) shall be maintained between any affected land and any adjoining waterway or wetland to prevent sedimentation of that waterway or wetland from erosion of the affected land and to preserve the integrity of the natural watercourse or wetland. B. Any mining activity affecting waters of the State, water of the U. S., or wetlands shall be in accordance with the requirements and regulations promulgated and enforced by the N. C. Environmental Management Commission. Page 4 4. A. Adequate mechanical barriers including but not limited to diversions, earthen dikes, check dams, sediment retarding structures, rip rap pits, or ditches shall be provided in the initial stages of any land disturbance and maintained to prevent sediment from discharging onto adjacent surface areas or into any lake, wetland or natural watercourse in proximity to the affected land. All erosion and sedimentation control measures shall be constructed and maintained to prevent offsite sedimentation as follows: Measures shall be implemented as indicated in the previous permit and as provided on the mine maps last revised October 2000 (including the sediment basin detail revision dated January_10, 2001); and Where proposed erosion and sedimentation control measures are encroaching into the "ESTIMATED 50' WETLANDS BUFFER (TPY)" DEPICTED ON THE MINE MAPS LAST REVISED October 2000, said measures shall be reasonably adjusted at the site so as to remove them from said buffer zones while still providing the same degree of protection against sedimentation of the buffers and neighboring wetlands or watercourses. Mining activities, including the installation and maintenance of the approved sediment basins and associated diversion channels, shall be conducted as indicated on the Sediment and Erosion Control Plan, Sheet 3 of 4 and the Sediment and Erosion Control Details, Sheet 4 Of 4 last revised February 3, 2006 and the supplemental information received by the Land Quality Section on Q December 27, 2 &5 and February 7, 2006. ` 5. All mine permit boundaries (350 acres) shall be permanently marked at the site on 100- foot intervals unless the line of sight allows for larger spacing intervals. 6. The angle for graded slopes and fills shall be no greater than the angle which can be retained by vegetative cover or other adequate erosion control measure, structure, or device. In any event, exposed slopes or any excavated channels, the erosion of which may cause off-site damage because of siltation, shall be planted or otherwise provided with ground cover, devices or structures sufficient to restrain such erosion. 7. The affected land shall be graded so as to prevent collection of pools of water that are, or likely to become, noxious or foul. Necessary structures such as drainage ditches or conduits shall be constructed or installed when required to prevent such conditions. 8. Existing vegetation or vegetated earthen berms shall be maintained between the mine and public thoroughfares whenever practical to screen the operation from the public. 9. A. Sufficient buffer shall be maintained between any excavation and any mining permit boundary or right-of-way to protect adjacent property. Page 5 B. A minimum 100 foot undisturbed buffer shall be maintained along SR 1912. In addition, a minimum 50 foot undisturbed buffer shall be maintained along the remaining mining permit boundaries. 10. A physical barrier consisting of a fence or earthen berm, etc., shall be maintained around the perimeter of any highwall. 11. A. No on-site disposal of refuse or other solid waste that is generated outside of the mining permit area shall be allowed within the boundaries of the mining permit area unless authorization to conduct said disposal has first been obtained from both the Division of Waste Management and the Land Quality Section, Department of Environment and Natural Resources. The method of disposal shall be consistent with the approved reclamation plan. B. Mining refuse defined by G.S. 74-49 (14) of The Mining Act of 1971 generated on-site and directly associated with the mining activity may be disposed of in a designated refuse area. All other waste products must be disposed of in a disposal facility approved by the Division of Waste Management. No petroleum products, acids, solvents or their storage containers or any other material that may be considered hazardous shall be disposed of within the permitted area. C. For the purposes of this permit, the Division of Land Resources considers the following materials to be "mining refuse" (in addition to those specifically listed under G.S. 74-49 (14) of the N.C. Mining Act of 1971): 1. on-site generated land clearing debris 2. conveyor belts 3. wire cables 4. v-belts 5. steel reinforced air hoses 6. drill steel D. If mining refuse is to be permanently disposed within the mining boundary, the following information must be provided to and approved by the Division of Land Resources prior to commencement of such disposal: 1. the approximate boundaries and size of the refuse disposal area; 2. a list of refuse items to be disposed; 3. verification that a minimum of 4 feet of cover will be provided over the refuse; 4, verification that the refuse will be disposed at least 4 feet above the seasonally high water table; and 5. verification that a permanent vegetative groundcover will be established. 12. An annual Reclamation Report shall be submitted on a form supplied by the Department by February 1 of each year until reclamation is completed and approved. Page 6 13. The operator shall notify the Department in writing of the desire to delete, modify or otherwise change any part of the mining, reclamation, or erosion/sediment control plan contained in the approved application for a mining permit and any approved revisions to it. Approval to implement such changes must be obtained from the Department prior to on-site implementation of the revisions. 14. The security, which was posted pursuant to N.C.G.S. 74-54 in the form of a $500,000.00 blanket bond, is sufficient to cover the operation as indicated in the approved application. This security must remain in force for this permit to be valid. The total affected land shall not exceed the bonded acreage. 15. A. Authorized representatives of the Division of Archives and History shall be granted access to the site to determine the presence of significant archaeological resources. B. Pursuant to N. C. G. S. 70 Article 3, "The Unmarked Human Burial and Human Skeletal Remains Protection Act, " should the operator or any person in his employ encounter human skeletal remains, immediate notification shall be provided to the county medical examiner and the chief archaeologist, North Carolina Division of Archives and History. Page 7 APPROVED RECLAMATION PLAN The Mining Permit incorporates this Reclamation Plan, the performance of which is a condition on the continuing validity of that Mining Permit. Additionally, the Reclamation Plan is a separable obligation of the permittee, which continues beyond the terms of the Mining Permit. The approved plan provides: Minimum Standards As Provided By G.S. 74-53 1. The final slopes in all excavations in soil, sand, gravel and other unconsolidated materials shall be at such an angle as to minimize the possibility of slides and be consistent with the future use of the land. 2. Provisions for safety to persons and to adjoining property must be provided in all excavations in rock. I All overburden and spoil shall be left in a configuration which is in accordance with accepted conservation practices and which is suitable for the proposed subsequent use of the land. 4. No small pools of water shall be allowed to collect or remain on the mined area that are, or likely to become noxious, odious or foul. 5. The revegetation plan shall conform to accepted and recommended agronomic and reforestation practices as established by the North Carolina Agricultural Experiment Station and the North Carolina Forest Service. 6. Permittee shall conduct reclamation activities pursuant to the Reclamation Plan herein incorporated. These activities shall be conducted according to the time schedule included in the plan, which shall to the extent feasible provide.reclamation simultaneous with mining operations and in any event, provide reclamation at the earliest practicable time after completion or termination of mining on any segment of the permit area and shall be completed within two years after completion or termination of mining. RECLAMATION CONDITIONS: 1. Provided further, and subject to the Reclamation schedule, the planned reclamation shall be to regrade and satisfactorily revegetate any disturbed areas. 2. The specifications for surface gradient restoration to a surface suitable for planned future use are as follows: A. All the final perimeter sideslopes shall be graded to a 3 horizontal to 1 vertical or flatter slope. Page 8 B. Any settling ponds or sediment basins shall be backfilled and stabilized. C. The processing, stockpile, and other disturbed areas neighboring the mine excavation shall be leveled and smoothed. D. Compacted surfaces shall be disced, subsoiled or otherwise prepared before revegetation. E. No contaminants shall be permanently disposed of at the mine site. On-site disposal of waste shall be in accordance with Operating Condition 11A through D. F. The affected land shall be graded to prevent the collection of noxious or foul water. 3. Revegetation Plan: After site preparation, all disturbed land areas shall be revegetated as per the seeding schedule included on the mine maps last revised October 2000. Whenever possible, disturbed areas should be vegetated with native warm season grasses such as switch grass, Indian grass, bluestem and gamma grass. In addition, the permittee shall consult with a professional wildlife biologist with the N.C. Wildlife Resources Commission to enhance post-project wildlife habitat at,the site. 4. Reclamation Plan: Reclamation shall be conducted simultaneously with mining to the extent feasible. In any event, reclamation shall be initiated as soon as feasible after completion or termination of mining of any mine segment under permit. Final reclamation, including revegetation, shall be completed within two years of completion or termination of mining. This permit, issued June 4, 1990, modified December 9, 1997 and renewed and modified February 28, 2001, is hereby modified this 22nd day of March 2006 pursuant to G.S. 74-52. By: Q�L✓ James D. Simons, Director Division of Land Resources By Authority of the Secretary Of the Department of Environment and Natural Resources STATE OF NORTH CAROLINA Department of Environment and Natural Resources FILE ACCESS RECORD SECTION LAUD Qan.♦ +H DATE)TIME / 'OU NAME Tvrvr Inmr�al7tF REPRESENTING an qk_ Guidelines for Access: The staff of the Central and Regional Offices is dedicated to making public records in our custody readily available to the public for review and copying. We also have the responsibility to the public to safeguard these records and to carry out our day-to-day program obligations. Please read carefully the following before signing the form. 1. Due to the large public demand for file access, we request that you call at least a day in advance to schedule an appointment for file review so you can be accommodated. Appointments are scheduled between 9:00 a.m. and 3:00 p.m. Viewing time ends at 4:45 p.m. Anyone arriving without an appointmerit may view the files to the extent that time and staff supervision are available. 2. You must specify files you want to review by project number or name, as appropriate. The number of files that you may review at one appointment will be limited to five. 3. You may make copies of a file when the copier is not in use by the staff and if time permits. Cost per copy is 2.5 cents for ALL copies if you make more than 25 copies — there is no charge for 25 or less copies. Payment is to be made by check, money order, or cash in the administrative offices, or upon receipt of an invoice. 4. Files must be kept in the order you received them. Files may not be taken from the office. No briefcases, large totes, etc. are permitted in the file review area. To remove, alter, deface, mutilate, or destroy material in public files is a . misdemeanor for which you can be fined up to $500.00. 5. In accordance with GS 25-3=512, a $25.00 processing fee will be charged and collected for checks on which payment has been refused. 6. The customer must present a photo ID, sign-in, and receive a visitor sticker prior to reviewing files. PROJECT NO. I PROJECT NAME COUNTY 2. �1 �714�e1 3. — I 4. 5. // Signature/Name of Finn or Business Dale Time In Time Out Please attach business card to form if available LAND QUALITY SECTION GUIDELINES FOR ACCESS TO PUBLIC RECORDS August 20, 2010 The North Carolina Public Records Act provides that any person may review public ,i records under reasonable conditions of volume and time frame except under conditions pursuant to the Privacy Act or other exclusions covered by the Public Records Act. Public records are broadly defined as all materials (including e-mail) made or received pursuant to law or ordinance In connection with the transaction of public business to include paper records, video or audio records, data processing records, photographs, and physical objects. Due to the large public demand at the central and regional offices for access to public files, administrative assistance with copying is unavailable to the customer.' The customer is encouraged to make an appointment for file review with the appropriate agency representative. If a customer does not have an appointment, it is possible that they will not be able to be accommodated at that particular time and they will be requested to make an appointment. However, every effort will be made to accommodate the walk-in public if sufficient staff and time permit. For security reasons, customers viewing central and regional office files may not take briefcases, bags, totes, etc. into the file review area. Citizens making copies of file material are charged as follows: 25 or less copies free More than 25 copies 2.5 cents per page (for ENTIRE amount copied) Payment is due at the time of copying. Payment can he made by check, money order, or cash. Payment is to be made in the administrative offices to the central or regional office cashier or customer service representative. If the customer does not have payment readily available, they can be invoiced for the amount due. Payment is due upon receipt of the invoice. 'Customers requesting file review who are unable to visit the office and make the copies themselves are advised to contract with a temporary employment agency. PARABOLIC GENERAL NOTES \ ASPHALT \ SWALE 1 0 n o \ \ ASPHALT a v The USGS map for this property does not indicate any stream \ ROAD N N channels (is. no blue lines denoting stream channels) r \ \ There are no FEMA designated 100 -YR flood areas within the project ASPHALT SWALE DETAIL DistrubadArea: Truck Maintenance Shop = 17,900 sf(imp.) / \ Cleared Area = 104,300 sf NO SCALE Asphalt Parking = 33,000 sf(Imp) DIVERSION /— \ Gravel Parking = 138,900 sf(Imp) , / � \ SETTLING BASIN: DITCH #1 TOP = 269.00' LEGEND: Ditch B Slope Grading = 623000sf (W/ TEMP. LINER) � ' / ♦ INV IN = 267.67' Basin#2 = 6,000 sf INV OUT = 267.67' • • • • — DISTURBANCE AREA TOTAL DISTURBANCE =257,800 sf(5.9 ac.) DB=DRAINAGE BASIN \ O/W SEPARATOR (300 aom): STORAGE TANK (80009al.): i PERMENANT DITCH & DIRECTION OF FLOW Project: Triangle Brick Company-Truck Maintenance Shop INV IN = 261.50' TOP = 262.00' I 261.17' INV IN = 260,95' PROPOSED CONTOURS Project Address 294 Kings Road,Monwre,NC DIVERSION INV OUT = - � INV OUT = 258.00' Pe P I DITCH #3 / / % \ \ o SILT FENCE Hours of Operation: Mon-Fri Sam-5 m (W/ TEMP. LINER) / \ PIN: 272ac8-4279.00D&0608-0rr7038.000/ %-� Total Site Acreage: 272 acres / \ ; " " Zoned: Industrial ASPHALT SWALElop ASPHALT LIMITS // \ -. - + l r3 p�4A INVERT 0 264.65' ---- ---- GRAVEL LIMITS Buildings: GRAVEL BERM Proposed Building (shop): 18,000sf o? Max. Building Height: 32 ft. @ eve NCDOT STANDARD DRAWINGS: Parking: 8 PV Spaces, 53 Semi-truck Spaces 1 , \ INV `?6 840.35 TRAFFIC BEARING DROP INLET Na `•6151 862.02 GUARDRAIL INSTALLATION 26/ / Land Owner Name: Triangle Brick Company z o s oNT > >' o `` Business Operator: Triangle Brick Company ° A VEL bra+ , , tr 26 / Address: 6523 NC Hwy 55,Durham,NC 27713 / I r 1 ? r�D / Telephone: 919-544-1796, FAX:919-544,9904 ' N gar r ;r, xmm „� . TNT Ns 6S. TO BRICK PLANT -t cn P � . ,� � . '� 4'p'r�'k'"�II �fa �,, ,��-, ��.�, OLT?Sy WASH wnmi .................... -.......-............ C � L pppp �. A� �O � N � '� - � U � i� x4 �'� `wb� i " .,�� .} t „ y a "s �r ,j• 1D V o , GUARD 1 5 EC NOTES . All Erosion Control will be inaccordance with the NCDENR Erosion and ° u Sedimentation Control Ordinace. At < < v ! . , p , o m ' Parking areas will be a combination of asphalt and gravel. All Erosion Control devices were designed in accordance with above a 6 o �� �� ' reference and the NC Erasion and Sediment Control Planning and Design ` o o m j` x I Manual. ENERGY DISIPATORS " CLASS B RIPRAP �OI`g t� Refer t0 calculations and EC.002 for ditch and basin design and (TYP ) sizes, riprep energy dissipator geometry, and ditch liners. i FABRIC DROP INLET- _ ,, I PROTECTION - 4 - (TYP.) ; ;'u Fabric drop inlet protection will be used at all drop inlets until asphalt and/or gravel parking areas are placed. ors VEL DI-7 Construction details are shown on Sheet EC.002 ;Nk e rk GR ?6$6 A � I _TOP=268.80' %ra O INV OUT=263.30' \ 26 263,30' �/G - Drainage basins were "trunkated"at location of new diversion ditch. INV OUT=254.001-8' I TOP=268.00 DRAINAGE NOTES DIVERSION , _ _ _ a INV IN=262.00' DITCH #2 — INV our=261.90' � \ ,.� '� - INV OUT=261.00' Contractor to ensure proper grading toward drop inlets. (see flow snows (W/ TEMP. LINER) \ Nl, 1^ - On Shoat EC.001) GRAVEL BERM DI-4 EXISTING BASIN #1 _--" DI-6 1'H x VW TOP=266.00' \ RIPRAP SPILLWAY TOP=268.80' INV IN=259.50' ® EL. 250' INV IN=262.30' INV OUT=259, 0' STORAGE: 28.450cf INV OUT=262.20' ^ i \ I N 0 40 80 120 FOR PERMIT REVIEW ONLY NORTN GRAPHIC SCALE: 1 = 40 -0 nnoi NO. DATE REMSIION 1RM E BRICK COMPANY SHEET NUMBER: F o. 1 2 G3 U6 REVISED S&E AS PER NCDENR COMMENTS TRIANGLE BRICK COMPANY AL".. CQI'1'el'���tJf"ge55 EALr MERRY OAKS MINE #1 SEDIMENT AND EROSION CONTROL PLAN G ; 2802 . CARTER A BURGESS, INC, � .frlva 5811 GLENWOOD AVENUE, SUITE 300 Major Permit Modification CHATHAM COUNTY, NC EC0 RALEIGH, NORTH CAROLINA 27612 �� CODE- Truck Maintenance Facility PIN: FILE NUMBER: DATE: 12/22/2005 %M 3 OF 4 ov OW00\ams COPYRIGHT D W by Carta a Burge m= North Carolina Department of Environment &l Natural Resources Division of Land Resources REturri W� _ ( �P E�Gy U-S.POSTAGE +� Land Quality Section = _ 1612 M _.riFa'•1'i� r ;�,'i`: ai! Service Center Lj 0 �0 $ Raleigh, N.C. 27699-1612 QeauestEty -- ti N C 1740-7401 K METER 717076 a MR TOM WAINWRIGHT PE � CLI CARGER BURGESS INC F 5811 GLENWOOD AVEN ES 1, 4 ZdQ6 RALEIGH NC 27612 T,?I;►� � 4 0 SE�q'D -fit �DLR�SS _ «' —���' si IeiI F1111ilill Fi1111lll li 111 Ell il�ii illllFl llf 11 It l -AiA NC®ENR- North Carolina Department of Environment and Natural Resources Division of Land Resources Land Quality Section James D. Simons, PG, PE Michael F. Easley, Governor Director and State Geologist January 27, 2006 William G. Ross Jr., Secretary Certified Mail Return Receipt Requested 7003 1680 0000 1481 4597 Mr. Pat Brown Triangle Brick Company 6523 NC Highway 55 Durham, North Carolina 27713-9413 RE: Merry Oaks Mine No. 1 Permit No. 19-10 Chatham County Cape Fear River Basin Dear Mr. Brown: We have reviewed the modification request your company submitted for the referenced mine site. However, the following information is needed to continue processing your application: 1. Provide temporary liners for the diversions. 2. The sediment basins must be designed as regular traps with no fill on the spillways or as riser basins with skimmers. 3. Adjust the topography to divert run off to the storm drains. These drains should not outlet on fill material but should outlet on natural ground. 4. Adjust the construction sequence to address bypass diversion construction prior to sediment basin installation. Please be advised that our review cannot be completed until all of the items listed above have been fully addressed. In addition, please note the Land Quality Section may request additional information, not included in this letter, as the mining application review progresses. 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • 919-733-45741 FAX: 919-715-8801 512 North Salisbury Street,Raleigh, North Carolina, 27604 An Equal Opportunity 1 Affirmative Action Employer—50%Recycled 1 10%Post Consumer Paper = Mr. Brown Page 2 In order to complete the processing of your application, please forward two (2) copies of the requested information to my attention at the following address: Land Quality Section Division of Land Resources Department of Environment and Natural Resources 1612 Mail Service Center Raleigh, NC 27699-1612 As required by 15A NCAC 5B.0013, you are hereby advised that you have 180 days from the date of your receipt of this letter to submit all of the requested information. If you are unable to meet this deadline and wish to request additional time, you must submit information, in writing, to the Director clearly indicating why the deadline can not be met and request that an extension of time be granted. If an extension of time is not granted, a decision will be made to grant or deny the mining permit based upon the information currently in the Department's files at the end of the 180-day period. Though the preceding statement cites the maximum time limit for your response, we encourage you to provide the additional information requested by this letter as soon as possible. Your prompt response will help us to complete processing your application sooner. Please contact me at (919) 733-4574 if you have any questions. Sincerely, Judith A. Wehner Assistant State Mining Specialist Land Quality Section CC' Mr. John Holley, PE Mr. Tom Wainwright, PE — Carter-Burgess, Inc., 5811 Glenwood Ave., Raleigh, NC 27612 mw4- North Carolina Department of Environment & Natural Resources NCDNR Division of Land Resources — Land Quality Section 1612 Mall Service Center, Raleigh, NC 27699-1612 Phone (919) 733.4574 Fax (919) 733-2576 Facsimile " ,� Date: TO: LU 13�° O'j Phone No: Fax No: FROM: ' ) Ji Extension: COMMENTS:r ` 7')7 NO 1AV, is Ai Q dr W✓/ You should be receiving_]�—page(s) including cover sheet. If you do not receive all pages, please contact sender. 0 r MINING CHECK,pLI5T FOR ROUTING �7 Applicant's Name: Y_ 1L.24v✓�.17/i fY Project Name: ' lAaa!//16a 4� I/J' qq 4 Applic./Permit/N�o�.: R-/OCounty ( ')�prt Date RecCiived: `�- 02 ''lAyo Reviewer. J dU y River Basin Name: (itiYlt Gam// i i ❑ New ❑ Renewal ?(Modification (inside permit boundaries) ❑ Modification (outside permit boundaries) ❑Transfer ❑ Release ❑ Partial Release EkAdditional Information 0 Fee Needed: $ 0 Fee Received: $ PI .a . mutc entire application package to• Q� K-GQuil J Regional office (2 complete copies: attach the "LQ5 Regional Office MinAo Application Review Checklist" to one copy and attach bath the DWO and DAO "Mining Application Review Form"to the other copy; eend both copies to the Regional Engineer) Date: Routed yI�b ReC'd ❑ Division of Water Resources Date: Routed Rec'd ❑ NC Wildlife Resources Commission Date: Routed Rec'd ❑ J5 Fish & Wildlife Service Date: Routed Reed (Only new applications and modification requests that add land to the permit) Please, route first 3 pages of the application and any location mapo to• ❑ Division of Parks & Recreation Date: Routed Rec'd ❑ NC Geological Survey Section Date: Routed Rec'd (Only new applications and modification requests that add land to the permit) ❑ Division of Archives & History Date: Routed Rec'd (Only new applications) ❑Other: Date: Routed Rec'd * 5uepenee Date for Comments: (no later than 25days from receipt) �0 Please note the following: ® S son Glenwood Accrue,Bulls 300 Rdoig6,NC 27617 6333 Carter Surgess Phone: 919.783.598B co, 919 783.5882 www.c-b.mm aEc��vE� February 05, 2006 2DD6 WAI ITY Ms. Judy Wehner - Assistant State Mining Specialist NCDENR Land Resources 512 N. Salisbury Room 519 Raleigh, NC 27604 Re: Merry Oaks No. 1 Permit No. 1910 Response to Comments Dear Ms. Wehner, Attached please find the responses to your comments dated 1/27106 regarding the Erasion Control Plan for the Truck Maintenance Facility. INCLUDED: • Two copies of plans • Two copies of additional calculations RESPONSE TO COMMENTS: 1. Provide temporary liners for the diversions. • Temporary liners have been designed for diversion ditches as per comments and phone conversation 1/30/2006. Please see attached calculations for liner calculations. 2. The sediment basins must be designed as regular traps with no fill on the spillways or as riser basins with skimmers. • Basin 42 was revised to reflect the spillway details on page 12-7 of the Surface Mining Manual. Please see attachments. Coder 8 Burgess,Inc. Cone,8 Burgess Consultants,Inc. C68 ArtFir"WEngineers,Inc C&B AmhhutldEnginem.. PC. CBB Noodo, Inc. 0 • 3. Adjust the topography to divert run off to the storm drains. These drains should not outlet on fill material but should outlet on natural ground. • Flow direction arrows for the drop inlets have been added, as well as a note directing the contractor to grade toward the inlets. Also, the outlets have been extended to natural ground. Riprap dissipaters have also been designed for these outlets. A gravel berm has also been added at the top of the fill slope; and the silt fence has been removed. Please see Sheet EC.001 and calculations for these changes. 4. Adjust the construction sequence to address bypass diversion construction prior to sediment basin installation. • The construction sequence was revised to state that the bypass diversion (diversion ditch #3) be constructed prior to construction of basin #2. Please review at your earliest convenience; and contact me with any questions or concerns. In my absence, please contact Robert Patterson at (919) 783-5988 or Robert.Patterson @c-b.com. Sincerely, Tom Wainwright, PE Project Manager cc. Pat Brown —Triangle Brick Co. TWltjw Enclosures Carter&Burgess, Inc. Carter&Burgess Consultants,Inc. C&B Architects/Engineers,Inc. C&B Architects/Engineers,P.C. C&B Nevado, Inc. RECEIVED FEB 0 7 2005 TRIANGLE BRICK uN��A�msecr TRUCK MAINT. FACILITY TEMPORARY AND PERMANENT DITCH LINER CALCULATIONS Job No.: Disc.: Carterm =Burgas Job Name: 7 F,, - TewN x S10va Date: 0/ /3/ / 66 Sheet-]—of Z By: �1V�k5lDr✓ jJ{TGtt # ,� C�z =�O. z1 ��`l • '�bK3, o3) = 3 . 03 ohs vr _ s Az 7, �GC'b5 Jerre �Cr VN= o.oZ 8 / is = cD. Y.s = O, y_? _ K= .OF z12�3 -Ft, v T= P= 0. z.3h V� u, Os rtls CurteirnaBui°ges$ Job No.: Disc.: @m 11 Job Name: Date: / / Sheet of Z 7IV/ By:1 >?T C-f( '#� CGoNT•� _ YAlrHJ£T/c MkT 47 = O. 02S T)l 2,00 IZ - o. zf3 I/- N, 99 Ft�s Q= 3. O ok T = I. syL 2, 0� oK [-ET)EFeOPORAKY 4rNG;2. : 5YM71f6T/C M47 L"'SF, NoRtNAMERlCogkl —PL&W MR?7rNG 56150 oR EQu„, V. � Cqz = �•?2� �k,�6k016Y) = 2. 19 oTs �S,GIs D n2 1= QGrJ ✓, 7�TGt{ #F I IGl2S EaZo but ✓, CarteronEurges5 Job No.: Disc.: Job Name: T, 3� — TeG(CK Sl/qe Date: 1 13110 6 Sheet / of Z By: bP � iI'l�A� r7uTL� T i''POTEGT/LN/ J7 -3 To Ou-r M/N/M NM -I-q ILWAy.`-'ti coNA/9/0N = 5, z alb dn,= oe3 ' (Fier. s.oc.) Area TY/CkZ730 bS_ ,(, a,e = 0 05- / �+ g er®Burgess � heap tcu Job No.: Disc.: Job Name: Date: OZ IO/ 106 Sheet=of Z p p By: 2�P f�I P(Cbi �I SSrGq Ta/ZS CC o,L'f,� MIN . 'fW V,p o. s3 stfs Q/a = 0.°13 c� s U5� 6EortGr2y �/2ovl 1,�5-3To actT D-T - To OV�T /4 W, Tv✓ P5 USA G�'oM FTiQ '/ G�*OM �T�3 T� Or'IT II . h i N. 7- ✓ V` O, 5-5 T-0 (/. SE 6-EoMrT47 F-Poly �2- 3 To puT, Hydril Stoma Sewers DOT Report Line Line 1O Inu. RunpR Inu. Svm Tc M(al Talal T0161 Gaper. One Line line Line Vebc. Velar. NGL XGL Inver) Invert Dn Gbm No. weft. Cwl CrA men mnofl flow full size ten m slp down down down line 11 Jac) C iNbr EL Cs cts R MS II R R R R No. I p11TOOUT 052 0.95 0.4I 0.81 1109 593 4.]9 0]9 26.96 'n 16.00 C4 t3500 6.59 674 271 2Yd.]4 2515 2509 250End 2D12TOO11 0.15 0.95 014 0.31 1049 605 190 1.80 B32 1B.00 Gi! 10800 0]9 344 139 26038 260.06 25B 65 259 1 3013 TO O12 OtB 0.95 0.1] 0.1] tO00 116 105 105 13.0.1 16MCir Seide 1.54 2.87 111 26163 2W.52 26144 250 2 NOTES_ Parject file:TRKSHOP.STM I-D-F file:RALEIGH.IDF T01a1 number of tin uis 3 Run deer:01-31 2006 'rwlar, e=elliptical: b-bw; Intel- 82 bell(To+ 135IX02)- .8224694 Realm merlon=l0 Yrs, Hydral Stem Sewers DOT Report Line Line ID Ina. Runi Inn. Sum To moal Total Total Capec. Line Line Line Line VQIp[. Velo[. NOL HGL Invetl Irrvat On Stan INC. BIQa [OeR. C% CM nten NnOR flow NII Sim lea slope Y down down dpWT Ilne C men iu c as tls R °6 Ns fV3 fin fl ft ry Np. 1 DI4 TOODT a009 0.95 003 015 10.22 Btt 0,93 083 489E n18W Cir 2500 2OW 2)6 053 259,3] 255.W 259 254 Entl 2DISTOD14 I 0.13 095 0.121 012 1000 6.161 076 (.16 32.37 16COCir j 40001 9.501 722 712 20461 259.661 M31 25951 1 NOTES: Project fie:4_5,STM Ii file: RFLEIGH.OF Totalnumberoflines: 2 Run date:0131-2008 C=urwlar, e=elliptical; b=fide; Inlendi= III t To, 1350002)- 8224694 Rehm Pi= 10 Yrs. Hydallpw Slorm Sewers DOT Report • Line LinelD Ina. Sul Inu. Sum To Rural Total TONI Caper. Lena Line Lute Line Velw. Vebc. HGL HGL Invert Invert On Stem No. a muff. CxA C:A menmwR Oox full ten tM1 sloe u down darn u nawn One aac C iMv Cs ai tls ft % We We R ry ft 1 . in ry N TOOT 0.05 0.95 0.05 0.19 10.16 61 82.81 2.00 254 DI O.tS 0.95 Ot4 014 10.00 6.t6 0.88 088 t9B5 18O 2]2 250 283.68 3.30 2823 12 D NOTES' Pmjecl filer 6 i STM IA-F file.RALEIGH.IDF Total number of lines: 2 Run dale:01-31 2W5 molar a=e11il 6-bou: Invensity= 82.6002]f(To a 13.50W2)- a224694 Rehm pened=10 Yrs. Hydrefpry Storm Sevres DOT Report Line LinelD Inv. RunpB Incr. Sum Tc Rntal Total Toral Oapac. Line Line Line Line Veft Velot. HGL HGL Invert Imett On Etrm No. area open CM CxA Wen vnofl III MI Size len tb slo u tlpwn a tlOwn u down Ilne ase C IMlr ds cR cfa nxln fi Ns Na fi tt tt tl No. 1 De T000T I GD21 0.951 0.021 0.161 WI 5.061 0,981 0.031 2124 r Mal 22.001 4.08 L551 0.55 W524al 2e251) 281`101 2011fiand 2 019 TO DI6 1 0.151 0.951 0.141 0.141 10.001 8.16J 0.881 OL81 13.38 tB.W Cir 80.00 1 fi2 2.]2 t 69 283.88 282.W 263.30 282 1 NOTES. Protect Me:8 B.STM I-D-F file.R EIGH.IDP Tofalnumberollines: 2 Run date'.01J1-2W8 t=preplan e=elliptical; b=box: Q I ntensil 82.80027 1 Lfc l 13 5N0I .8224894 Retum period=10 you Hydri SO"Sewers DOT Report Line LireID Inv RunoO Ina. Sum Tc Rnlal TotalTaal Capac, Line Line Line line Valoc. Vekc. HGL HGL Invert Imen Do Slop No. men CxA CrA inters mrwlf floe flow full type lea N al dorm down down line C imin ds dz der ds It % Ns Ws H H fl H No 1 DR2 TO OOT a0, 4 0.95 0.51 LBB 10.98 59fi 9.90 OW 990 84T IBM Cir 52 001 0 65 5 601 561 28263 282.17 261.01 1 280.67 End 20111 TO Oil 1 0.20 1 0.95 0 251 0,90 tO49 605 ' S46 OL 228 0.00 904 )43 546 T.43 tlCir 89.00 B50 3.OB 309 263 26344" 20L53 261.11 1 3DI1O TO D111 B69 OBS Ofifi BB6 1BW 6.16 9W 8.00 Cir .Oc 0.50 2.38 263321. 262➢7 261 63 2 4 DI13 TO DD2 1 92 92.00 050 0.88 0.86 2fi3.04 263.02 2615] 261.11 t NOTES: Project file:10 13.STM -P file:RFLEIGH.IDP Total number of lines. 4 Run date, 11d :2005 c=d¢u1ar, e=elliptiral; b=box; Intensify= 826002]f LR a 13.501 02246M RNum period= 10)(M . o • nA�n.u�.Eaosvn�aL If AA:w TED ai n.oxn'f1 .. iosuno.m w s: msbwmm��xn:ci m PwmcnFSULTR v cu S-oam L W&I,Rmk 1' EItlE98ESILLI9 µ..sd. .mom - IbH iWyAuyi hne�LOrvb� 0b 9tlsxiv�v � , UFNn SRn l� by SDg ur, / 16 VmtlYm E qw miX E6 SINLE ULrLmn amom 4.TABLE a • „*++#ww+www*wwwwwww�++wwww+wwww+w+ww++++++w+wwwwwwwwwwww+�*+ww+*ww+ww*�ww+�+++ NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTA"rIONS PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch 41 TO STATION/REACH: DRAINAGE AREA: 0.9 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 3.2 cfs (.09 m"3/s) Peak Flow Period : 1 hours Channel Slope : 0.07 fUft (0.07 mim) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Channel Lining : Unreinforced Vegetation Bunch 50-75% Permi. Shear(Tp) :2.16 psf (103.4 Pa) Phase = 1 Class = E Vegetation Soil = Clay Loam Allowable Soil Shear(Ta):0.05 psf(2.39400003567338 Pa) *++www*wwwwwwwwww*-k:�,t++ww+ww*wwww�cw*�rww+*+t+*ww+www++w**www�rw*t*w++*+*++++www CALCULATIONS Initial Depth Estimate = 0.16 * (3.2 /(0.070^0.5))"0.375 = 0.41 ft (.12 m) Final Channel Depth (after 7 iterations) _ .47 ft (0.14 m) Flow Area = (0.0 * 0.5)+(0.5 *0.47A2 * (3.0+3.0)) = 0.7 sq.ft (0.1 m^2) Wet Per. =0.0 +(0.5w(((3.0"2)+1)^.5 +((3.0112)+1)A.5)) = 3.0 ft (0.9 m) Hydraulic Radius = (0.7 / 3.0) = 0.2 ft (0.1 m) Channel Velocity =(1.486/0.030)*(0.2^0.667)*(0.070".5) = 4.8 fps (1.5 m/s) Channel Effective Manning's Roughness = 0.030 Calculated Shear (Td) = 62.4 * 0.47 * 0.070 = 2.05 psf(98.3 Pa) Safety Factor= (Tp/Td) _ (2.16 /2.05) = 1.05 Effective Stress on Soil (Te)=2.1+(1-0.40)*(0.0156/0.030)^2 =0.33 psf(16.0 Pa) / @ § » ! ! | @ ) /imr | � - q � s NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. QUICK-PICK CHANNEL LINING BACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch #1 TO STATION/REACH: DRAINAGE AREA: 0.9 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 3.2 cfs (.09 m^3/s) Peak Flow Period : 1 hours Channel Slope : 0.07 ft/ft (0.07 m/m) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Required Lining Longevity : 2 months Blanket Selected From Photo Degradeable Material Options CALCULATIONS Initial Depth Estimate = 0.16 * (3.2 /(0.070"0.5))^0.375 = 0.41 ft (.12 m) Final Channel Depth (after 7 iterations) = .42 ft (0.13 m) Flow Area = (0.0 * 0.4)+(0.5 *0.42A2 * (3.0+3.0)) = 0.5 sq.ft (0.0 rn"2) Wet Per. =0.0 +(0.4*(((3.OA2)+1)A.5 +((3.OA2)+1)A.5)) = 2.6 ft (0.8 m) Hydraulic Radius = (0.512.6) = 0.2 ft (0.1 m) Channel Velocity =(1.486/0.022)*(0.2^0.667)*(0.070^.5) = 6.1 fps (1.9 m/s) Channel Effective Manning's Roughness = 0.022 Calculated Shear (Td) = 62.4 * 0.42 * 0.070 1.83 psf (87.5 Pa) Safety Factor = (Tp/Td) = (2.25 /1.83) = 1.23 � } @ . , I | NORTH AMERICAN GREEN ERbSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. QUICK-PICK CHANNEL LINING RACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick = Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch #1 TO STATION/REACH: DRAINAGE AREA: 0.9 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 3.2 cfs (A9 m"3/s) Peak Flow Period : 1 hours Channel Slope : 0.07 ft/ft (0.07 m/m) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Required Lining Longevity : 2 months Blanket Selected From Bio Degradbable Material Options CALCULATIONS Initial Depth Estimate =0.16 * (3.2 /(0.070"0.5))^0.375 = 0.41 ft (.12 m) Final Channel Depth (after 7 iterations) = .42 ft (0.13 m) Flow Area = (0.0 * 0.4)+(0.5 *0.42"2. * (3.0+3.0)) = 0.5 sq.ft (0.0 m^2) Wet Per. =0.0 +(0.4*(((3.0"2)+1)A.5 +((3.OA2)+1)".5)) = 2.6 ft (0.8 m) Hydraulic Radius = (0.5/ 2.6) = 0.2 ft (0.1 m) Channel Velocity =(1.486/0.022)*(0.2^0.667)*(0.070^.5) = 6.1 fps (1.9 m/s) Channel Effective Manning's Roughness = 0.022 Calculated Shear (Td) = 62.4 * 0.42 * 0.070 = 1.83 psf (87.5 Pa) Safety Factor = (Tp/Td) = (2.35 /1.83) = 1.29 d � ) � / e d; ƒ � ƒ� t - _ ƒ / � ) AEC I / ! A p § ! ! NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch #2 TO STATION/REACH: DRAINAGE AREA: 0.64 ac. DESIGN FREQUENCY: 02 INPUT PARAMETERS Channel Discharge : 2.2 cfs (.06 m^3/s) Peak Flow Period : 1 hours Channel Slope : 0.055 ft/ft (0.055 m/m) Channel Bottom Width : .0 ft (.00 rn) Left Side Slope : 3:1 Right Side Slope : 3:1 Channel Lining : Unreinforced VegE�tation Bunch 50-75% Permi. Shear(Tp) :2.16 psf (103.4 Fla) Phase = 1 Class = E Vegetation Soil = Clay Loam Allowable Soil Shear(Ta):0.05 psf (2.39400003567338 Pa) CALCULATIONS Initial Depth Estimate = 0.16 * (2.2 /(0.055^0.5))"0.375 = 0.37 ft (.11 m) Final Channel Depth (after 7 iterations) = .43 ft (0.13 m) Flow Area = (0.0 * 0.4)+(0.5 *0.43A2 * (3.0+3.0)) = 0.5 sq.ft (0.1 m^2) Wet Per. =0.0 +(0.4*(((3.OA2)+1)A.5.+((3.OA2)+1)^.5)) = 2.7 ft (0.8 m) Hydraulic Radius = (0.5 / 2.7) = 0.2 ft (0.1 m) Channel Velocity =(1.486/0.030)*(0.2"0.667)*(0.055A.5) = 4.0 fps (1.2 m/s) Channel Effective Manning's Roughness = 0.030 Calculated Shear (Td) = 62.4 * 0.43 * 0.055 = 1.46 psf(70.1 Pa) Safety Factor = (Tp/Td) = (2.16 /1.46) = 1.47 Effective Stress on Soil (Te)=1.5*(1-0.40)*(0.0156/0.030)112 =0.24 psf(11.4 Pa) Safety Factor = (Ta1Te) = (0.0 238) 0.21 wn ..sY rt•✓wazasmwuieow MF x L u.se,aiwP.. �Pu STATIO m o�. w asF� j new.c��anso our�—'— i Munnesu1 1 �YOp V,e.P9nl Nast n� �' IINFPPFP,f MOM,* Peal, Patrp iNe ieltlM+yi VVTsmI IIn... =mw �tlef S, ryFt Pmu ,pb s v pnv qa OMB 5 s9, FesSh.. suW Rw L Pmmv Av u�en 4.A SWYO NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. QUICK-PICK CHANNEL LINING BACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick-'Truck Maintenance Facility PROTECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch #2 TO STATION/REACH: DRAINAGE AREA: 0.64 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 2.2 cfs (.06 m113/s) Peak Flow Period : 1 hours Channel Slope : 0.055 ft/ft (0.055 m/m) Channel Bottom Width : .0 ft (.00 rrm) Left Side Slope : 3:1 Right Side Slope : 3:1 Required Lining Longevity : 2 months Blanket Selected From Photo Degradeable Material Options CALCULATIONS Initial Depth Estimate = 0.16 * (2.2 /(0.055^0.5))^0.375 = 0.37 ft (.11 m) Final Channel Depth (after 8 iterations) = .52 ft (0.16 m) Flow Area = (0.0 * 0.5)+(0.5 *0.52"2 * (3.0+3.0)) = 0.8 sq.ft (0.1 m^2) Wet Per. =0.0 +(0.5*(((3.OA2)+1)".5 +((3.0^2)+1)".5)) = 3.3 ft (1.0 m) Hydraulic Radius = (0.8 / 3.3) = 0.2 ft (0.1 m) Channel Velocity =(1.486/0.050)*(0:2^0.667)*(0.055A.5) = 2.7 fps (0.8 m/s) Channel Effective Manning's Roughness = 0.050 Calculated Shear (Td) = 62.4 * 0.52`* 0.055 = 1.77 psf(84.9 Pa) Safety Factor = (Tp/Td) = (2.00 /1.77) = 1.13 R a xo:HV[IMOEI,&@ veetO 514Gxb xo uw11 U,, �av TN Sam 5mOmax: �Ao _ ° u.,� mw b Aa'W 51lAx IFm¢y'N x�n 1.96 1 t® I iN 574LE yo i NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. QUICK-PICK CHANNEL LINING BACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversibn Ditch #2 TO STATION/REACH: DRAINAGE AREA: 0.64 ac. DESIGN FREQUENCY: Q2 *********wwwwww*wwwwwww***w****w*ww*w*************www*wwwwwww***w*w*w*w****** INPUT PARAMETERS Channel Discharge : 2.2 cfs (.06 mA3/s) Peak Flow Period : 1 hours Channel Slope : 0.055 ft/ft (0.055 m/m) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Required Lining Longevity : 2 months Blanket Selected From Bio Degradeable Material Options CALCULATIONS Initial Depth Estimate = 0.16 * (2.2 !(0.055A0.5))A0.375 = 0.37 ft (.11 m) Final Channel Depth (after 7 iterati6ns) = .53 ft (0.16 m) Flow Area = (0.0 * 0.5)+(0.5 *0.53A2 * (3.0+3.0)) = 0.9 sq.ft (0.1 MA2) Wet Per. =0.0 +(0.5*(((3.OA2)+1)A.5j+((3.OA2)+1)A.5)) = 3.4 ft (1.0 m) Hydraulic Radius = (0.9 / 3.4) = 0.3 ft (0.1 m) Channel Velocity =(1.486/0.054)*(0'3A0.667)*(0.055A.5) = 2.6 fps (0.8 m/s) Channel Effective Manning's Roughness = 0.054 Calculated Shear(Td) = 62.4 w 0.53'* 0.055 = 1.83 psf(87.7 Pa) Safety Factor = (Tp/Td) = (1.85 /1.83) = 1.01 lad in ,n on &.am si.row.. .w� r'.nr. sk iom 235 —Mu 59 64Le QE Di 'SL4M �T biMS D NORTH AMERICAN GREEN ERbsiON CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch #3 TO STATION/REACH- DRAINAGE AREA: 3.03 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 3.0 cfs (.08 m^3/s) Peak Flow Period : 1 hours Channel Slope : 0.055 ft/ft (0.055 m/m) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Channel Lining : Unreinforced Vegetation Bunch 50-75% Permi. Shear(Tp) :2.16 psf (103.4 Pa) Phase = 1 Class = E Vegetation Soil = Clay Loam Allowable Soil Shear(Ta):0.05 psf(2,39400003567338 Pa) CALCULATIONS Initial Depth Estimate = 0.16 * (3.01(0.055^0.5))^0.375 = 0.42 ft (.13 m) Final Channel Depth (after 7 iterations) = .48 ft (0.15 m) Flow Area = (0.0 * 0.5)+(0.5 *0.48A2 * (3.0+3.0)) = 0.7 sq.ft (0.1 MA2) Wet Per. =0.0 +(0.5*(((3.0^2)+1)A-5:+((3.OA2)+1)A.5)) = 3.0 ft (0.9 m) Hydraulic Radius = (0.7/ 3.0) = 0.2 ft (0.1 m) Channel Velocity =(1.486/0.030)*(0.2^0.667)*(0.055A.5) = 4.3 fps (1.3 m/s) Channel Effective Manning's Roughness = 0.030 Calculated Shear (Td) = 62.4 * 0.48'* 0.055 = 1.65 psf(78.9 Pa) Safety Factor = (Tp/Td) = (2.16 /1.65) = 1.31 Effective Stress on Soil (Te)=1.6*(1-0.40)*(0.0156/0.030)A2 =0.27 psf(12.8 Pa) I Safety Factor = (Ta1Te) _ (0. C1.267) = 0.19 i � ; ; @ . _ ' a . $ I % E §;| . _ ƒME }) � • |} ` �, � ! • ! y / i NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH: Diversion Ditch 43 TO STATION/REACH: DRAINAGE AREA: 3.03 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 3.0 cfs (.08 m^3/s) Peak Flow Period : 1 hours Channel Slope : 0.055 ft/ft (0.055 m/m) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Channel Lining : SC150 Staple D Permi. Shear(Tp) :2.00 psf(95.8 Pa) Phase = 0 CALCULATIONS Initial Depth Estimate = 0.16 * (3.0 /(0.055"0.5))^0.375 = 0.42 ft (.13 m) Final Channel Depth (after 7 iterations) = .57 ft (0.18 m) Flow Area = (0.0 * 0.6)+(0.5 *0.57A2 ,* (3.0*3.0)) = 1.0 sq.ft (0.1 m^2) Wet Per. =0.0 +-(0.6*(((3.0^2)+l)A-5 +'((3.OA2)+1)A.5)) = 3.6 ft (1.1 m) Hydraulic Radius = (1.0 / 3.6) 1 = 0.3 ft (0.1 m) Channel Velocity =(1.486/0.048)*(0.3"0.667)*(0.055^.5) = 3.0 fps (0.9 m/s) Channel Effective Manning's Roughness = 0.048 Calculated Shear (Td) = 62.4 * 0.57 *-0.055 = 1.97 psf(94.4 Pa) Safety Factor= (Tp/Td) = (2.00 /1.97) = 1.01 ! . ! e / � � {• - @ _|§ ; • t � n**x*+***,kxwww*Wwwwww**w*k+k+*wwwwwxw*ww*****:r*****x*******WWzww*wwwwxwww*ww** NORTH AMERICAN GREEN EROSION CONTROL. MATERIALS DESIGN SOFTWARE VERSION 4.3 NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISHIS.1. USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS ':t*+w****z****+r*****************Wxwwww PROJECT NAME: Triangle Brick - Truck Maintenance Facility PROJECT NO.: 090085 COMPUTED BY: RDP DATE: 2/3/2006 FROM STATION/REACH. Diversion Ditch #3 TO STATION/REACH: DRAINAGE AREA: 3.03 ac. DESIGN FREQUENCY: Q2 INPUT PARAMETERS Channel Discharge : 3.0 cfs (.08 m"31s) Peak Flow Period : 1 hours Channel Slope : 0.055 ft/ft (0.055 m/m) Channel Bottom Width : .0 ft (.00 m) Left Side Slope : 3:1 Right Side Slope : 3:1 Channel Lining : SC150BN Staple D Permi. Shear(Tp) :2.10 psf(100.5 Pa) Phase = 0 w*w*******WWwwwwwwxwwwww******ww*w*w*****+***z+**+wwW*www+x+**********wwwwWzw CALCULATIONS *wxww*w*****z**zzwzw*wwxw+****WWwwwwwwww:r**w*�r*ww*Wwvrw*wWw*ww***ww******z**** Initial Depth Estimate = 0.16 * (3.0 /(0.055"0.5))"0.375 = 0.42 ft (.13 m) Final Channel Depth (after 7 iterations) = .57 ft (0.18 m) Flow Area = (0.0 * 0.6)+(0.5 *0.57A2'* (3.0+3.0)) = 1.0 sq.ft (0.1 m"2) Wet Per. =0.0 +(0.6*(((3.0"2)+1)^.5 !'-((3.OA2)+1)^.5)) = 3.6 ft (1.1 m) Hydraulic Radius = (1.013.6) = 0.3 ft (0.1 m) Channel Velocity =(1.4$610.048)*(0.3^0.667)*(0.055A.5) = 3.0 fps (0.9 m/s) Channel Effective Manning's Roughness = 0.048 Calculated Shear (Td) = 62.4 * 0.57 .t 0.055 = 1.97 psf (94.4 Pa) Safety Factor = (Tp/Td) = (2.1011.97) 1.06 I Bea NCDENR- North Carolina Department of Environment and Natural Resources Division of Land Resources Land Quality Section James D. Simons, PG, PE Michael F. Easley, Governor Director and State Geologist January 27, 2006 William G. Ross Jr., Secretary Certified Mail Return Receipt Requested 7003 1680 ODDD 1481 4597 Mr. Pat Brown Triangle Brick Company 6523 NC Highway 55 Durham, North Carolina 27713-9413 RE: Merry Oaks Mine No. 1 Permit No. 19-10 Chatham County Cape Fear River Basin Dear Mr. Brown: We have reviewed the modification request your company submitted for the referenced mine site. However, the following information is needed to continue processing your application: I 1. Provide temporary liners for the diversions. 2. The sediment basins must be designed as regular traps with no fill on the spillways or as riser basins with skimmers. 3. Adjust the topography to divert run off to the storm drains. These drains should not outlet on fill material but should outlet on natural ground. 4. Adjust the construction sequence to address bypass diversion construction prior to sediment basin installation. Please be advised that our review cannot be completed until all of the items listed above have been fully addressed. In addition, please note the Land Quality Section may request additional information, not included in this letter, as the mining application review progresses. 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 - 919-733-4574 I FAX: 919-715-8801 512 North Salisbury Street, Raleigh, North Carolina, 27604 An Equal Opportunity 1 Affirmative Action Employer—50%Recycled l 10%Post Consumer Paper Mr. Brown Page 2 In order to complete the i:)rocessing of your application, please forward two (2) copies of the requested information to my, attention at the following address: Land Quality Section Division of Land Resources Department. of Environment and Natural Resources 1612 Mail Service Center Raleigh, NC 27699-1612 As required by 15A NCAC 513.0013, you are hereby advised that you have 180 days from the date of your receipt of this letter to submit all of the requested information. If you are unable to meet this deadline and wish to request additional time, you must submit information, in writing, to the Director clearly indicating why the deadline can not be met and request that an extension of time be granted.- If an extension of time is not granted, a decision will be made to grant or deny the mining permit based upon the information currently in the Department's files at the end of the 180-day period. Though the preceding statement cites the maximum time limit for your response, we encourage you to provide the additional information requested by this letter as soon as possible. Your prompt response will help us to complete processing your application sooner. Please contact me at (919) 733-4574 if you have any questions. Sincerely, Judith A. Wehner Assistant State Mining Specialist Land Quality Section CC' Mr. John Holley, PE Mr. Tom Wainwright, PE — Carter-Burgess, Inc., 5811 Glenwood Ave., Raleigh, NC 27612 Triangle Brick Subject: `triangle Brick From: "Wainwright, Thomas J." <'I'homas.Wainwright@c-b.com> Date. Mon, 30 Jan 2006 07:27:23 -0600 To: <judy.wehner@ncmail.nct> Judy, Please send comments. Thanks, Tom Tom Wainwright, P.E. Project Abnoger Carter :: Burgess 5811 Glenwood Avenue Suite 300 Raleigh,NC 27612 ( hhom: 919.786.7535 1 fax: 919.783.5882 * email: thomas.wainwright@C-B.com This message contains confidential information and is intended only for the individual named. If you are not the named addressee. you should not disseminate, distribute or copy this e-mail. Please notify the sender immediately by e-mail if you have received this e-mail by mistake and delete this e-mail from your system. E-mail transmission cannot be guaranteed to be secured or error-free as information could be intercepted, corrupted, lost, destroyed, received late or incomplete, or could contain viruses. The sender therefore does not accept liability for any error or omission in the contents of this message, which arises as a result of e-mail transmission. If verification is required, please request a hard-copy version from the sender. 1 of 1 1/30/2006 8:57 AM Mcrry Oaks#1 (19-10) Subject: Merry Oaks 41 (19-10) From:John holley <john.holley a ncmail.net> Date: Thu, 26 Jan 2006 12:58:52 -0500 To: .1udy.Wehner Jtidy.Wehner@ncmalI.net The subject application has been reviewed as we discussed, and I otter the following comments: (1) DWQ has no issues on this site beyond the general NPDES as long as we are satisfied with the S&E. DAQ should have no issue with the proposed facility addition in that it does not involve pl'ant changes. (2) While the basic sediment control concept is not bad, the designs do have problems. The proposed sediment basin should have a dewatering device, and the spillway should not be over compacted fill (it should either involve a stone filter section like a trap, or better, involve a riser or skimmer) . (3) Erosion control design needs improvement. Based on the submitted data, the proposed ditches will need at least a properly designed temporary liner. Further, the permanent storm drains do not appear coordinated with the topo to ensure that they will function as intended (the topo is not adjusted to direct runoff to the inlets) . Storm drain outlets need to be extended so they will discharge onto natural grade rather than the fill slopes, and outlet protection as well as receiving channels need to be properly designed to accommodate the discharges. (4) The construction sequence needs to address the bypass diversion construction before the sediment basin installation. I do not recommend approval until these issues are addressed. If there are any questions, please advise. John L. Holley, Jr., PE, CPESC <John.1-lolley i ncmai1.net> Regional Engineer Land Quality Section DENR 1 of 1 1/27/2006 8:40 AM MINING: CHECKLIST FOR ROUTING ApplicansName�vfifi� p - ,C_k ( ilryrojectName: Mf vru V aI J�+ 4! Applic./Permit No!:IQ )Cuntylh Vaw Date Received: Reviewer. �uh N)o �Y6 River Basin Name: 0 011a G2a-V J � ❑ New ❑ Renewal Modification (inside permit boundaries) Modification (outside permi boundaries) ❑Transfer ❑ Release ❑ Partial Release ❑ f�dditional Information ❑Fee Needed: $ Fee Received: $ aSZ1P" IlPlnner.�mutd rntire appliration package tom, ,� ii Rb Regional Office (2 complete copies; attach the "LQ5 Regional Office Mining Application Review Checklist" to one copy and attach kth thQ!Q-in AQ "Mining Application Review Farm"!to the other copy; send both copies to the�,�R�_,g��ional Engineer) Date: Routed Id ac"R :c'd Division of Water Resources Date: Routed Rec'd ANC Wildlife Resources Commisslon Date: Routed Rec'd ❑ U5 Fish &Wildlife Service Date: Routed Rec'd (Only new applications and modification requests that add land to the permit) Division of Parks & Recreation Date: Routed 1� I a 5 h Rec d— ❑ NC Geological Survey Section Date: Routed Rec'd (Only new applications and modification requests that add land to the permit) ❑ Division of Archives & History Date: Routed Rec'd (Only new applications) ❑ Other: Date: Routed Reed `*5u9petioe Date for Commente: a 3-D(p (no later than 25 days from receipt) vleeaase note the following: f �[ I�u• �lmwY 6MVVJAiS I b6lC.L ID �]tiCun� l . `,�• Iln r,A . . IS I. J �035 f A7jA NCDENR' North Carolina Department of Environment and Natural Resources Division of Land Resources Land Quality Section James D. Simons, P.G., P.E. Michael F. Easley, Governor Director and State Geologist December 29, 2005 William G. Ross Jr,, Secretary MEMORANDUM TO: Ms. Shari Bryant Habitat Conservation Program Coordinator Wildlife Resources Commission FROM: Brenda M. Harris's Mining Program)Secretary Land Quality Section SUBJECT: Mining Permit Modification for Triangle Brick Co., Inc. Merry Oaks Site'#1 Chatham County Please find attached for your review a copy of the mining permit application request for the above referenced project. Please review this information and advise as to the probability of this operation having unduly adverse effect 6n wildlife and freshwater fisheries (G.S. 74-51 (2)). Please respond by January 23, 2006 so that we may complete our review of this request within our statutory time limits. As is the case in our review of all mining permit applications, renewals and modifications, this office will carefully review all proposed erosion and sediment control measures to ensure that they are sufficient to restrain erosion and off-site sedimentation. However, any'comments your agency can provide regarding effects on wildlife and freshwater fisheries would be greatly appreciated. If your staff wishes to perform a site inspection, it is recommended that they contact the person submitting this request to set up a convenient date and time. Also, please send a copy of your comments to the person noted in the application. RETURN ALL APPLICATION MATERIALS AND MAPS WITH YOUR REVIEW COMMENTS TO THIS OFFICE. Your continued cooperation is greatly appreciated. Please contact Ms. Kristin Hicklin at (919) 733-4574 if you have any questions. Ibmh Attachments cc: Mr. John Holley 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • 919-733-4574 I FAX: 919-733-2876 512 North Salisbury Street, Raleigh, North Carolina, 27604 NCDENR ' North Carolina Department of Environment and Natural Resources Division of Land Resources Land Quality Section James D. Simons, P.G., P.E. Michael F. Easley, Governor Director and State Geologist December 29, 2005 William G. Ross Jr., Secretary MEMORANDUM TO: Mr. Lewis Ledford, Director Division of Parks and Recreation FROM: Brenda M. Harris �� Mining Program Secretary Land Quality Section SUBJECT: Mining Permit Modification for Triangle Brick Co., Inc. Merry Oaks Site #1 Chatham County Please find attached f6r your review a copy of the mining application request for the above referenced project. Please review this information and advise as to the probability of this operation having unduly adverse effect on wildlife and freshwater fisheries (G.S. 74-51 (2)). Please respond by January .23, 2006 so that we may complete our review of this request within our statutory time limits. As is the case in our review of all mining permit applications, renewals and modifications, this office will carefully review all proposed erosion and sediment control measures to ensure that they are sufficient to restrain erosion and off-site sedimentation. However, any comments your agency can provide regarding effects on publicly owned parks, forests or recreation areas would be greatly appreciated. If your staff wishes to perform a site inspection, it is recommended that they contact the person submitting this request to set up a convenient date and time. Also, please send a copy of your comments to the person noted in the application. RETURN ALL APPLICATION MATERIALS'AND MAPS WITH YOUR REVIEW COMMENTS TO THIS OFFICE. Your continued cooperation is greatly appreciated. Please contact Ms. Kristin Hicklin at (919) 733-4574 if you have any questions. Ibmh Attachments cc: Mr. John Holley 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • 919-733-4574 I FAX: 919-733-2876 512 North Salisbury Street, Raleigh, North Carolina, 27604 I i 0 NCDENR North Carolina Department of Environment and Natural Resources Division of Land Resources Land Quality Section James D. Simons, P.G., P.E. December 29, 2005 Michael F. Easley, Governor Director and State Geologist William G. Ross Jr., Secretary MEMORANDUM TO: Mr. Nat Wilson Hydrogeology Group ' Division of Water Resources FROM: Brenda M. Harri Mining Program Secretary Land Quality Section, SUBJECT: Mining Permit Modification for Triangle Brick Co., Inc. Merry Oaks Site #1 Chatham County ❑Mine Dewatering Proposed ® No Mine Dewatering Proposed Please find attached for your review a copy of the mining permit modification request for the above referenced project. Please review this information and advise as to the probability of this operation having unduly adverse effedon wildlife and freshwater fisheries (G.S. 74-51 (2)). Please respond by January 23, 2006 so that we may complete our review of this request within our statutory time limits. Any comments your agency can provide regarding potential effects on potable groundwater" supplies and groundwater quality will be appreciated. We would like to have any recommendations you may provide for permit conditions, for reasonable protection of groundwater quantity or quality. If your staff wishes to perform a site inspection, it is recommended that they contact the person submittin6 this request to set up a convenient date and time. Also, please send a copy of your comments to the person noted in the application. PLEASE RETURN ALL APPLICATION MATERIALS AND MAPS WITH YOUR REVIEW COMMENTS TO THIS OFFICE. Your continued cooperation is greatly appreciated. Please contact Ms. Kristin Hicklin at (919) 733-4574 if you have any questions. Ibmh Attachments cc: Mr. John Holley 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 • 919-733-4574 /FAX: 919-733-2876 512 North Salisbury Street, Raleigh, North Carolina, 27604 1 NCDENR - Division of Lao Res . • CHECK no, Land Quality Section 00041465 1612 Mail Service Center - Raleigh, NC 27699-1612 Date A/c Code 22-Dec-2005 16006 Transaction Tr Our Curr Cash Cash Alloc Cash Alloc Date Ty Ref Code Discount Amount Amount USD - ----- ----- - - -- - - -- -- --- - ---------- ---- --- - ---------- -____ -___ __ __ _ 22-DEC-2005 IN 175432 USD 0 . 00 250 . 00 250 . 00 Supplier Refe NC MINING PERMIT, MO Al North Carolina Wildlife Resources Commission 9 Richard B. Hamilton, Executive Director MEMORANDUM TO: Brenda M. Harris, Mining Program Secretary JrAN 'F,N riT' Land Quality Section �(3 .,.t � A 2006FROM: Shari L. Bryant, Pied ont Region Coordinator Habitat Conservation.Program ��i', I DATE: 18 January 2006 SUBJECT: Mining Permit Modification Request for Triangle Brick Company, Inc., Merry Oaks Site NI - Permit No. 19-10,Chatham County, North Carolina Biologists with the North Carolina Wildlife Resources Commission have reviewed the subject permit request and we are familiar wiih the habitat values of the area. Our comments are provided in accordance with provisions of the Mining Act of 1971 (as amended, 1982XG.S. 74-76 through 74-68 15 NCAC 5). The applicant is requesting a modification of their permit for mining clay. The total permitted acreage is 350 acres. The proposed modification involves 5.9 acres within the previously permitted boundary and includes construction of a truck maintenance facility with four truck bays, a wash bay, parts storage bin, offices, restroom, and tire,storage area. An existing sediment pond will be used to treat the project area. Wastewater from the truck wash will be recycled and used in the brick plant. Sanitary waste will be gravity fed to the existing spray irrigation system. The site has been used previously as a temporary storage of materials and stone. The mine site drains to an unnamed tributary to Shaddox Creek in the Cape Fear River basin. There are records for the federal species of concern and state special concern Bachman's sparrow (Aimophila aesrivalis)and the state social concern four-toed salamander(Hemidactylium scufalum)near the site. The applicant indicates no streams are located within the proposed construction site. Should impacts tojurisdictional wetlands be phposed,the applicant should coordinate the project with the U.S. Army Corps of Engineers at 6508 Falls of The Neuse Road Suite 120, Raleigh, NC 27615, PH: (919) 876-8441. Mailing Address: Division of Inland Fisheries , 1721 Mail Service Center • Raleigh, NC 27699-1721 Telephone: (919) 707.0220 9 Fax: (919) 707-0028 Page 2 18 January 2006 Merry Oaks Site#1 Permit No, 19-10 We have the following recommendations to further reduce impacts to aquatic and terrestrial wildlife resources. . In order to minimize streamlimpacts, while retaining some measure of wildlife habitat, we recommend a 100-foot undisturbed, native, forested buffer along perennial streams, and a 50-foot buffer along intermittent streams and wetlands. Maintaining undisturbed, forested buffers along these areas will minimize impacts to fish and wildlife resources, water quality, aquatic habitat both within and downstreard of the project area, and help prevent the extirpation of endangered and threatened species. In addition, wide riparian buffers are helpful in maintaining stability of stream banks and for treatment of pollutants associated with urban stormwater. Whereas, a grassed buffer, particularly fescue, is a vegetated buffer but will not provide the necessary and highly valuable functions as discussed for forested buffers. 2. Use bridges for all permanent roadway crossings of streams and associated wetlands to eliminate the need to till and culvert, where practicable. If culverts must be used, the culvert should be designed to allow passage of aquatic organisms. Generally, this means that the culvert or pipe invert is buried at least one foot below the natural streambed. If multiple cells are required, the second and/or third cells should be placed so that their bottoms are at stream bankfull stage. This will allow sufficient water depth in the culvert or pipe during normal flows to accommodate movements of aquatic organisms. If culverts are long and sufficient slope exists, baffle systems are recommended to trap grIivel and provide resting areas for fish and other aquatic organisms. If multiple pipes or cells are used, at least one pipe or box should be designed to remain dry during normal flows to allow for wildlife passage. In addition, culverts or pipes should be situated so that no channel realignmentlor widening is required. Widening of the stream channel at the inlet or outlet of structures usually causes a decrease in water velocity causing sediment deposition that will require future maintenance. Finally, riprap should not be placed on the streambed. 3. To adequately protect strearbs, it is suggested that impervious surface is limited to less than 10%. Suggested examples to accomplish the<10% impervious goal are using conventional designs at a level of<10% imperviousness or using stormwater control measures to mimic the hydrograph consistent with an impervious coverage of less than 10%. 4. Specialized efforts and techniques are implemented to reduce sediment runoff from construction activities. Excessive silt and sediment loads can have numerous detrimental effects on aquatic resources including destruction of spawning habitat, suffocation of eggs, and clogging of gills of aquatic species. Thank you for the opportunity to review and comment on this permit application. If you need additional information, please contact our office at(336)449-7625. cc: Howard P. Brown, Triangle Brick Company, Inc. cc: Mark Bowers, F W S Sarah McRae,NHP Ryan Heise, WRC Brian McRae, WRC O � o � s �..rr� 0 �9(C®ENR North Carolina Department of Environment and Natural Resources Michael F. Easley, Governor William G. Ross Jr., secretary John Morris, Director January 10, 2006 MEMORANDUM TO: Brenda Harris Mining Program Secretary Jj Land Quality Section JAN FROM: Blake RouseGround Water Management Section Division of Water Resources SUBJECT: Comments on the Mining Permit Modification Request for. Triangle Brick Co., Inc. Merry Oaks Site#1 Chatham County Please find attached a copy of the ruining permit modification request for the above referenced project. The Merry Oaks Site#1 Site located in Chatham County should not have an unduly adverse effect on ground water supplies. Any water withdrawal will be subject to North Carolina General Statute 143-215.22H; Registration of Water Withdrawals and Transfers Required. Any person who withdraws in one day 100,000 gallons (70 gpm) or more of surface water or ground water in North Carolina is required to register the withdrawal with the Division of Water Resources. A Central Coastal Plain Capacity Use Area permit must be obtained from the Division of Water Resources if the withdrawal exceeds 100,000 gallons per day and occurs in Beaufort, Carteret, Craven, Duplin, Edgecombe,Greene,Jones,Lenoir, Martin,Onslow, Pamlico, Pitt, Washington, Wayne, or Wilson County. If you have further questions please contact the Division of Water Resources at (919) 733-4064 or send correspondence to 1611 Mail Service Center, Raleigh NC 27699-1611. 1611 Mail Service Center, Raleigh, North Carolina 27699-1611 North CaroflDa Phone: 919-73340641FAX 919-733-3558 Internet: www,ncwater.org Natural& ATLA Oft. 29 7005 N C DEN R North Carolina Department of Environment and Natural ResNourc�loe sOF WArER RBouRcEs Division of Land Resources Land Quality Section James D. Simons, P.G., P.E. December 29, 2005 Michael F. Easley, Governor Director and State Geologist William G. Ross Jr., Secretary MEMORANDUM TO: Mr. Nat Wilson Hydrogeology Group Division of Water Resources FROM: Brenda M. Harri Mining Program Secretary Land Quality Section SUBJECT- Mining Permit Modification for Triangle Brick Co., Inc. Merry Oaks Site #-1 Chatham County ❑Mine Dewatering Proposed © No Mine Dewatering Proposed Please find attached for your review a copy of the mining permit modification request for the above references! project. Please review this information and advise as to the probability of this operation having unduly adverse effect on wildlife and freshwater fisheries (G.S. 74-51 (2)). Please respond by January 23, 2006 so that we may complete our review of this request within our statutory time limits. Any comments your agency can provide regarding potential effects on potable groundwater supplies and groundwater Quality will be appreciated. We would like to have any recommendations you may provide for permit conditions, for reasonable protection of groundwater quantity or quality. If your staff wishes to perform a site inspection, it is recommended that they contact the person submitting this request to set up a convenient date and time. Also, please send a copy of your comments to the person noted in the application. PLEASE RETURN ALL APPLICATION MATERIALS AND MAPS WITH YOUR REVIEW COMMENTS TO THIS OFFICE. Your continued cooperation is greatly appreciated. Please contact Ms. Kristin Hicklin at (919) 733-4574 if you have any questions. Ibmh Attachments cc: Mr. John Holley 1612 Mail Service Center, Raleigh, North Carolina 27699-1612 - 919-733-4574 I FAX: 919-733-2876 512 North Salisbury Street, Raleigh, North Carolina, 27604 1 • e 5811 Glenwood Avenue, Suite 300 Raleigh, NC 27612-6333 CarferrrBurgess Phone 919.783.5988 Poe: 919 783 5882 .vw..nb.com RF.CENED December 22, 2005 0K 27 2005 LAND QUALITf SECTION Ms. Judy Werner Assistant Slate Mining Specialist NCDENR Land Resources 512 N. Salisbury Street Room 519 Raleigh, NC 27604 Re: Merry Oaks No.1 Permit No. 1910 Major Modification —Truck Maintenance Facility Dear Ms. Wehner: Attached please find a request and supporting documentation for a proposed Truck Maintenance Facility at the Merry Oaks Mine No. 1, owned and operated by Triangle Brick Company. The requested facility is within the existing permit boundary. Total disturbance within that boundary is 5.9 acres (much of which is currently used to store miscellaneous mine related mated An existing sediment pond will be used to treat the project area. Additional disturbance within the drainage calls for an additional pond to be constructed as shown on the drawings. The building will house four truck bays plus a wash bay. In addition, the building will have; a parts storage bin, offices, restrooms and tire storage area. Waste water from the truck wash will be recycled for use in the brick plant. Sanitary waste will be gravity fed to the existing spray irrigation system. Most of the truck parking area will be gravel surfaced. The possibility exists that the area may be paved in the future. Drainage structures have been designed to safely convey water from the parking area if it is paved at some future date. Enclosed please find: • Six copies of all Sediment and Erosion Control Plans. �� 1 • Six copies of the North Carolina Mining Permit Application. • Six copies of supporting Sediment and Erosion Control calculatioX ol. • A check in the amount of$250.00 for the application fee. Carter& Burgess, Inc Carter&Burgess Consultants, Inc. ;'C&9 Arthitectslfngineers,Inc C&B Architects/Engineers,PC. C&0 Nevado, Inc. Should you have any questions, please call me at 919.933.3100 (Chapel Hill) or 919.783.5988 (Raleigh). Sincerely, Tom Wainwright, P.E. Project Manager Cc. Pat Brown —Triangle Brick Co. TW/tjw Enclosure Carter&Burgess,Inc. Carter&Burgess Consultants,Inc. C&B Architects/Engineers,$nc. C&B Architects/Engineers,P.C. C&B Nevada, Inc. I A • DEC 27 2005 LAND QUALTtY SECTION NORTH CAROLINA MINING PERMIT APPLICATION MAJOR PERMITMODIFICATION FOR TRIANGLE BRICK COMPANY MERRY OAKS MINE # 1 PERMIT NO . 1910 TRUCKMAINTENANCE FACILTY stateiof North Carolina Department of Environment And Natural Resources Division of Land Resources Land, Quality section 1612 Mail service center ,,,,,,,,,,,gal ei gh , North Carolina 27699-1612 :Roc;�.. (919) 733-4574 p 22D2 Zt E Revised 4/2002 J. WA\N� O �.. Baum^`aa /Z-Z2- o5 NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES (LAND QUALITY SECTION APPLICATION FOR A MINING PERMIT (PLEASE PRINT OR TYPE) l: Name of Mine MERRY OAKS NOA County CHATHAM River Basin CAPE FEAR Latitude(dd.mm.ss) 35.6354 Longitude (dd.mm.ss) -78.9993 2. Name of Applicant* TRIANGLE BRICK COMPANY 3. Pennanenl address for receipt of official mail** 6523 NC HIGHWAY 55,DURHAM,NC 27713-9413 Telephone 919-544-1796 4. Mine Office Address 294 KING ROAD, MONCURE,NC 27559 Telephone , 919-387-9258 5. Mine Manager RICKY MERRITT We hereby certify that all details contained in this Permit Application are true and correct to the best of our knowledge. We fully understand that any willful misrepresentation of facts will be cause for permit revocation. ***Signature I&MMA Dale /)t aas Print Name HOWARD P. BROWN Title PRESIDENT * This will be the name that the mining permit will be issued to and the name that must be indicated on the reclamation bond (security) that corresponds to this site. ** The Land Quality Section must be tIimifred of any changes in the perrnanent address or telephone number. *** Signature of company officer required. G.S. 74-51 provides that the Department shall grant or deny an application for a permit within 60 days of receipt of a complete application or, if a public hearing is held, within 30 days following the hearing and the filing of any supplemental information required by the Department. All questions must be addressed and all required maps provided before this application can tie considered complete. Attach additional sheets as needed. APPLICATION FOR A MINING PERMIT ■ NOTE: All of the following questions must be thoroughly answered with regards to your mining operation for the intended life of the mine. All responses must be clearly conveyed on a corresponding;, detailed mine map. A. GENERAL CHARACTERISTICS OF THE MINE Answer all of the following that apply: 1. a. If this is an application for a NEW permit, indicate the total acreage at the site to be covered by the permit (this is the acreage that the "new permit" fee will be based upon): Of this acreage, how much is owned and how much is leased? Acres owned: Acres leased: Property owner if leased: b. If this is an application for RENEWAL of a mining permit, indicate the mining permit number and the total (overall) acreage covered by the existing permit: Mining Permit No.: Total permitted acreage (this is the acreage that the "renewal" fee will be based upon): c. If this is an application fora MODIFICATION to a raining permit, indicate Elie mining permit number and the total (overall) acreage covered by the existing permit: Mining Permit No.: 1910 Total permitted acreage: 350 AC. Does the modification involve acreage within the previously approved permitted boundary? Yes X No . If yes, indicate the acreage to be covered by this modification(this is the acreage that the "major modification" fee will be based upon): 5.9 Does the modification involve acreage outside the previously approved permitted boundary? Yes No X . If yes, indicate the additional acreage to be covered by this modification: (NOTE: you must complete all of Section F.of this application form entitled Notification of Adjoining Landowners). Of this acreage to be added to the permit, will any portion of this acreage be affected (disturbed, ground cover removed) by the mining operation? Yes No X (if no,a"minor modification" fee of $50.00 is required, despite the "undisturbed" acreage to be added). If yes, indicate the acreage to be affected within the acreage to be added to the permit (the total acreage to be added to the permit is the acreage that the "major modification" fee will be basal upon): d. If this is an application for TRANSFER of a mining permit, indicate the mining permit number and the total (overall) acreage covered by the existing permit: Mining Pert-nit No.: Total permitted acreage: ■ SEE THE FEE SCHEDULE AT THE END OF THIS FORM FOR THE PROPER PEE AMOUNT"1'O BE PAID FOR THE REQUESTED PERMIT ACTION(S)AND CORRESPONDING ACREAGE NOTEll ABOVE 2. Name of all materials niined: CLAY 3. Mining method: Hydraulic Dredge Front-cad Loader & Truck X Shovel&Taick X Dragline & Truck Self-loading Scraper Other (explain) DOZER WIR IPPER -2- o • l APPLICATION FOR A MINING PERMIT 4. a. Expected maximum depth of mine (feet) 50 FT. Depth is relative to what benchmark? (e.g., natural ground level, mean sea level, road elevation, etc.) NATURAL GROUND b. Expected average depth of niine (feet) 25-35 FT. 5. Has any area(s) at this site been mined in the past? Yes X No If yes, when and by whom was this activity conducted? 1992 TRIANGLE BRICK CO. 6. Number of years for which the permit is requested (10 years maximum): 1.0 13. MAPS 1. Clearly mark and label the location of your mining operation on six 6 copies of a 7.5 minute quadrangle and a county highway map. These maps, in addition to six (6) copies of all mine maps and reclamation maps, must be submitted with each pert-nit application. - T5 minute quadrangles may be obtained from: N.C. Geological Survey NCDENR 1612 Mail Service Center Raleigh, North Carolina 27699-1612 (919)715-9718 - County highway maps may be obtained from: Location Department State Highway Commission Raleigh, North Carolina 27602 (919) 733-7600 * NOTE: REFER TO PLANS SUBMITTED 10/2000 FOR COMPLETE LIMITS OF MINING AND PERMIT BOUNllARIES. 0 0 APPLICATION FOR A MINING PERMIT 2. Mine maps must be accurate and appropriately scaled drawings, aerial photographs or enlarged topographic maps of the entire mine site. All aspects of the mine site must be clearly labeled on the maps along with their corresponding(approximate) acreage. As a reminder, mining permits can only be issued for up to 10 years; thus, all mine and reclamation maps must only denote those activities that are intended to be conducted during the life of the mining permit. All maps must be of a scale sufficient (see minimum requirements listed below) to clearly illustrate the following, at a minimum• a. Property lines of the tract or tracts of land on which the proposed mining activity is to be located including easements and rights-of-way. b. Existing or proposed permit boundaries. c. Initial and ultimate limits of clearing and grading, d. Outline and width of all buffer zones (both undisturbed and unexcavated). e. Outline and acreage of all pits/excavations. f. Outline and acreage of all stockpile areas. g. Outline and acreage of all temporary and/or permanent overburden disposal areas. h. Location and acreage of all processing plants (processing plants may be described as to location and distance from mine if sufficiently far removed). i. Locations and names of all streams, rivers and lakes. j. Outline and acreage of all settling and/or processing wastewater ponds. k. Location and acreage of all planned and existing access roads and on-site haul roads. 1. Location of planned and existing on-site buildings. m. Location and dimensions of all proposed sediment and erosion control measures. n. Location of 100-year floodplain limits and wetland boundaries. o. Names of owners of record,both public and private,of all tracts of land that are adjoining the mining permit boundary; if an adjoining tract is owned or leased by the applicant or is owned by the lessor of the mine tract,names of owners of record of tracts adjoining these tracts,that.are within 1,000 feet of the mining permit boundary, must be provided on the mine map. p. Names of owners of record,both public and private,of all tracts of land that are adjoining the mining permit boundary which lie directly across and are contiguous to any highway;creek,stream,river,or other watercourse; railroad track; or utility or other public right-of-way; if' an adjoining tract is owned or leased by the applicant or is owned by the lessor of the mine tract, names of owners of record of tracts adjoining these tracts, that are within 1,000 feet of the mining permit boundary,must be provided on the mine map(s). NOTE: "Highway" means a road that has four lanes of travel or less and is not designated as an Interstate Highway. q. Map legend: 1. Name of applicant 2. Name of mine 3. North arrow 4. County 5. Scale 6. Symbols used and corresponding names 7. Date prepared and revised 8. Name and title of person preparing map Map scales should meet the following guidelines: PERMITTED ACREAGE MAP SCALE 0-99 Acres 1 inch = 50 feet 100-499 Acres 1 inch = 100 feet 500* Acres 1 inch = 200 feet (NOTE: Smaller scaled maps may be acceptable if they clearly illustrate the above items) APPLICATION FOR A MINING PERMIT A table/chart must be provided on the mine map that clearly lists the approximate acreage of tailings/secliment ponds, stockpiles, wastepiles, processing arealhaul roads, mine excavation and any other major aspect of the mining operation that is proposed to be affected/disturbed during the life of the mining permit. A tablelcha t similar to the following will be acceptable: CATEGORY AFFECTED ACREAGE Tailings/Sediment Ponds 2.82 Stockpiles 3.28 wastepiles 1.0 Processing Area/Haul Roads 47.8 Mine Excavation 30 grad , 25 lake Olhcr (] l oq.qv NOTE: IN ADDITION TO THE ABOVE,THE MAPS MUST ALSO INCLUDE ANY SITE-SPECIFIC INFORMATION THAT IS PROVIDED IN THE ANSWERS TO THE FOLLOWING QUESTIONS IN THIS APPLICATION FORM (PLEASE NOTE THE ITALICI7ED QUESTIONSISTATEMP,NTS THROUGHOUT THE FORM). THIS APPLICATION WILL NOT BE CONSIDERED COMPLETE WITHOUT ALL RELEVANT ITEMS BEING ADEQUATELY ADDRESSED ON THE MINE MAPS. J`I •"7,ttT^'+s •"•!A•'„fir,: ^^` . , J, ��Not just,anybrick�-lam }y x. ,... @ �'+ Ak'Si5 1.wwkJl ♦ _� lwrna.. TRUCK MAINTENANCE SHOP Sediment & Erosion Control Plan Narrative Submitted To: NCDENR NC Division of Land Resources 1612 Mail Service Center Raleigh, NC 27699-1612 Submitted By: Engineer: Carter & Burgess, Inc. 5811 Glenwood Ave., Suite 300 Raleigh, NC 27612 Owner: Triangle Brick Company 6523 NC Hwy 55 Durham, NC 27713 TRIANGLE BRICK COMPANY TRUCK SHOP EROSION CONTROL NARRATIVE PROJECT DESCRIPTION The project is located in Merry Oaks, NC, just south of Apex, as shown on the site map on Sheet EC.001 This project involves the design and eventual implementation of the erosion control plan for the proposed Truck Maintenance Shop. At present, the site for the proposed truck shop is undeveloped. The site has been used as temporary storage of materials and stone. Ground cover is mainly limited to trees, grasses, and a pond in the proposed development area. The site is bound entirely by Triangle Brick Co. property. The property is bound to the north by Old US 1 and Hwy 64, to the west by existing low density residential property and to the south and east by undeveloped property. The property is in the Cape Fear River Basin. Access can be gained to the property from King Road off of Old US-1. Disturbance will include clearing and grading for the shop, parking areas, and sediment and erosion control measures. Total anticipated disturbance is approx. 5.9 acres. SITE DRAINAGE FEATURES Most of the area drains into non-perennial drainage ways leading to Shaddox Creek and then ultimately into the Cape Fear River. There is one existing pond on the site that is for, and will continue to function for, sediment control. A second pond will be constructed for additional sediment control. Permanent diversion ditches will convey the site drainage to these sediment basins. The topography on the site lends itself to modest and some moderate sloping drainage areas. VEGETATION STABILIZATION The area will be stabilized as described on the erosion control plan, Sheet EC.001. 2 EROSION CONTROL MEASURES SEDIMENT BASINS There will be two (2) permanent sediment basins utilized to treat the sediment prior to discharge. The basins have been sized based on 1800 cf per acre of disturbance above the basin. Permanent v- ditches have been sized for the two-year storm that lead to the basins. Calculations are shown in the appendix. STORM SEWERS Design was based on the flow as a result of the 10-year storm. Drainage areas were calculated and then the rational formula was used to determine pipe system size. Drop inlets will be initially protected with fabric drop inlet protection as described in 6.51. This inlet protection is only needed until the parking areas which these inlets are in are paved with asphalt or gravel. The pipe end sections will be flared end with riprap placed at the outlet to prevent erosion. Calculations are shown in the appendix. DITCHES Ditch design was based on the amount of flow that would eventually make it to the ditches along the edges of the disturbed area. One diversion ditch was used to divert water from an undisturbed area around the new basin. Velocity was kept to a minimum in most channels due to the shallow gradient of the ditch, in most cases less than 3.5 fps. Ail v-ditches were designed to convey the 10-yr. storm. Ditch designs are also shown in the appendix. *Ditches were designed in accordance with 6.30.1 TEMPORARY GRAVEL CONSRUCTION ENTRANCE There will be one entrance to site. It will have a temporary gravel construction entrance to minimize the amount of sediment carried on to the adjoining road. Please refer to Sheets EC.001 for location and EC.002 for details. *See Practice 6.06.1 TEMPORARY AND PERMANENT SEEDING Temporary and permanent seeding will be accomplished according to the schedule shown on Sheet EC.001. Seeding rates and soil amendment are also shown on that sheet. *See Practice measures 6.10.1 and 611.1 3 �J '4 SOILS Soils in the area were described by the SCS in the Soil Survey of Chatham County, North Carolina. One main soil type dominates the project area, the White Store Series. it is characterized as a loamy- clay soil. Therefore, all the temporary and permanent drainage channels were analyzed using this soil material for stabilization. Due to the low flow expected a temporary channel lining is not proposed. Riprap outlet protection will be needed at storm sewer outlets as shown on EC.001. A full description of these soils can be found in the above publication. *All Practice measures are referencing the NC Erosion and Sediment Control Planning and Design Manual. 4 • 111]12005 1:22 PM Project: Triangle Brick Co. Truck Shop Date: November 7, 2005 Pre Develo ment-Runoff Rational Method: 0 = CIA Type of Land Cover Area C idLrEK1 =Cl uermanently press ned woolsrurteEpen space pomv,u pmeaeve) 10J1.6 0.20 permaneeey pmserved managed openspate iteas.IaposoWq.etc.) 3.2 0.30 21.3 Impervious surfaces(roads.parking Ms. enveviays,mofc,pared stows Bross,etc) 1 0 0.05 Total S 8 Wei hted Avers a r„ '* 0.38 Poet Development -Runoff Type of Land Cover Area C acres Permmenrly preserved u,distumed open apace pomet,unmooea meaeoo) 00 0.2 Permanently pmaerved menepM opon apace(gms,landscaping,etc) 1.6 03 Impervious connotes(rows,parking Me. dineways.=is,paves storage ereaa,etc) 4.2 0.95 Total 5.8 Weighted Avera e 'n 0]] Opost-Dpm- 10.6 cfs T151te1Projecls1T82Vduno1f.xle Runoff s • 11/7/2005 1:23 PM Project: Triangle Brick Co. Truck Shop Date: November 7, 2005 Pre Development-Tota region Export Type of Land Cover Site Area TN Export Coi TN Export by Land Use TN Export From Site acres Ibs/a r Ibs/ r Ibs/ac/ r Permanently preserved commented ope space(forest,unmowed mead") 1,6 0.6 1.0 Permanently preserved managed open n space(grass, landscaping,etc.) 3.2 1.2 3.8 sL- Impervious surfaces heads.parking Tots, °_- driveways, roofs,paved storage areas,etc.) c8 x 1.0 21.2 2t2 Total 5.8 ,.Ra. `.ass sue,*, 26.0 verage for Site ;. ti. .r.. ° ,e'°gf. samE ( e. „ 4�5 'Based on City of Raleigh Shamwater Design Manual Post Development-Total Nitrogen Export Type of Land Cover Site Area TN Export Coen. TN Export by Land Use TN Export From Site acres (Ibs/ac/ r Ibs/ r Ibslacl r Permanently pmsorvod endlsfurhed spinY+ t''.f .f s� space(forest,moment meadow) 0.0 0.6 0.0 Permanently preserved managed open space(grass,landscaping.etc.) 1.6 1.2 1A Impervious surfaces(matls parking lots, driveways,more,paved storage areas,etc.) 4.2 21.2 89.0 Total Avera efor Site ;.,I ? ...r ':''. §, z$ �f�fza a 157 'Based an City of Raleigh Stormwater Design Manual TN Increase = 11.2 (Ibs/aclyr) TASile\Projects7B27N Export xis TN Expod Job No.: Disc.: Carter° Burgess Job Name: S�lbr Date: 11 / 8 I Shout J of 3 By: R1>Q 1�IV F'251 D/�/ L� l?GM€.S �ITGN � 1 A= Ado-. >A, S�osF i " o Qo = `t. 1 cars GRAss. Lwrz)> Dfrc /+ ,/nAx vcioc,,TY. = 15 TLLI �/V � �.. . ^ ( ( �/ s �-9M i.✓/rca�n X-sEc-r. l�.tA _ TOP WIDr>d (--) = Z ) z 7, vz = 2 (7 (34rs) TOP= .15 DEPTH = Z MIN. OF 0 . i ,p artern—Burgess Job No.: Disc.: �Wrr fob Name: Date:_ _ 1 I Sheet �_of 3 By: A 0, 6 VG Q,0 PJ20 PD$ 1�;- f)f rG74 G Pee SS L) ✓r = 1TC-J� '/ TO P w r -r CT) = Z Q z = = 3. 2-S_ SOP = 13 � . x 5 A9-614 13 s f > MIN, � Job No.: Disc.: Carter"Q�a�r�e�s Job Name: Date: / 1 Sheet 3 of 3 By: TC HH #- :5 AV6, A �r�, � 3dq �rrs IT,--tf PXX VEi-oe . YV X--5F� C--r" 4-p-�F,4 TQp = I2Of IDGPr8 = Z U�LOC, l TY 3. 0 . '.t�s CF16 • 3,0L' • 111tu2005 11:12 AM Project: Triangle Brick Co.Truck Slwp Date: November 8,2005 Post Davelo ment-Runoff Rational Method: Q=CIA Type of Land Cover Area C (acres) C I A fa Permanently preserved unOisWrbM open space(rorest um ox mmeedowl 0]5 6.13 0.9 4.1 0.0 0.2 Permanently prevented managed open space terms.iaeesecesping.eto.l 0.3 0.3 Impormi surfaces(notes,parking nots dwei mots,pared storage none.etc.( 0.95 09 (Nei Med Average 0.75 TASite1Projecc%TB21Runoi Ditch W1 o • 11/812005 f 1:34 PM Project: Triangle Brick Co.Truck Shop Date: November 8, 2005 Past Develoment-Runoff Rational Method: D=CIA Type of Land Cover Area C acres C I A Q10 Permanently preserved undisfpNetl 0.72 5,13 0.6 2.8 open space(forest,unnwwaw Moscow) 00 0.2 Fainnonently pres rvedm nagee at space traces,landsrepina,eml 02 0.3 Impervious surfaces(reads,areas lots, driveways,cases,pewd werelle areas.ens 0.4 095 Total Mel htedAvera e �,.,,,,.i,'.^„,...,.,".,J 012 TOSit6PrcjectslTB2lRunofl.x1s Ditch 42 1 • ® 1102005 2:06 PM Project: Triangle Brick Co. Truck Shop Date: November 8,2005 Post Development-Runoff Rational Method: Q=CIA Type of Lend Cover Area C acres C I A o Permanently preserved untllaNMtl open space porert,unmarred meadow) 0.21 6.13 3.0 3.9 2.8 0.2 pennanenlly preserved managed open space(grass.lendsagng,ac.) 0.2 0.3 Impervious surraces(roods,parting ads. driveways,nods,paved storage areas,etc.) 00 0.95 Total Wei h[etl Averse 'wy 021 T\Sia%Projecie\TB21RunoHxla Ditch 43 o .� Cartre� burgess JobNo.: 010OPSr Disc.: Job Name: TZ"C.k JrffOl� Date: /�// / 3 ! oS Sheet of / By: /./)Pp T = 6 . .r Qre = 12 . 61 & rs SYG62 F 6_ N�E��' z � Z 33 0 Zy4 Z �1G (Z `13 ' 2oyo 2 V. 5.1 d4 ... `$ 3 3`7 • • 11IN2005 7.46 AM Project: Triangle Brick Co.Truck Shop Date: November 8,20D5 Post Development -Runoff Rational Method: 0 =CIA Type of Land Cover Area C acres C I A Q10 Permanently prose rvetl enersenmep 0]8 6.13 2] 12.9 openspaceppresl,unmoeeemeaemy F0.2 0.2 PermanentlyprecerveEmanapetl open space daee.Iznd capine.etc) 0.5 03 Impervious surfaces(made.peruse lma. aineways,morl paned: areas,e¢.1 2.0 0.95 Total 2.] ° P', ::A'.sca : «f: Wel hted Avera a 0.]e TASra%Prcjecls1TB21Runoffxls Proposed pond FHWA Urban Drainage Design Program, HY-22 Storage Volumes Date : 11/08/2005 Box Structure Project No. Project Name . : Computed by INPUT PARAMETERS I . Height of Box (ft) 4 . 00 2 . Height Increment (ft) 2 . 00 3 _ Box Length (ft) 0 . 00 4 . Box Width (ft) 0 . 00 5 . Box Slope (ft/ft) 0 . 0000 OUTPUT RESULTS Maximum Depth (ft) 6 . 00 Maximum Storage (ft-*3) 9339 . 00 Stage (ft) Storage ( ft) 0 . 00 0 . 00 2 . 00 420 . 00 4 . 00 2080 . 00 6 . 00 9339 . 00 r ` C urte�,""Burges$ Job No.: Disc.: ��66 Job Name: T0- Date:� ! 7 / 6 Sheet_of By: U p WAY '� GOLLEGyS Ott Na:;=Y ���I`� 'g>��G!� Low/NG �,2fJ,x% 7//,&= ��.PT✓fj TS- I� ., fS35'i0p `2 6 5.1 ='O .s: G HU "s Ac !✓F�b€ �STo2Arr6 • • 111812 0 0 5 y r 9:37 AM Project Triangle Brick Co.Track Shop Dale: November 8,20D5 Post Bevele omens•Runoff Rational Method o =CIA Type of Land Cover Area C acres C I A ro Permanently preservetl unWaNrbetl open space((ores,nn awed meadow) 0 76 6.13 4 5 21 0 07 0.2 permanently preserved managed open Space(arms,ermsragng,ani 0.5 0.3 Impervious evil roads,parking lMa anew nech rented storage areas,ere.) 3.3 0.95 Total 4.5 $ mg" x'Irc: ei hted Avera e -m` ' ti-'u.t 0.70 T'.0te)Prgec(s1TB2)RanoK.rls Existing pond o 0 FHWA Urban Drainage Design Program, HY-22 Storage Volumes Date : 11/07/2005 Box Structure Project No. Project Name . : Computed by . INPUT PARAMETERS 1 . Height of Box (ft) 6 . 00 2 . Height Increment (ft) 1 . 00 3 . Box Length (ft) 0 . 00 4 . Box Width (ft) 0 . 00 5 _ Box Slope (ft/ft) 0 . 0000 OUTPUT RESULTS Maximum Depth (ft) 5 . 00 Maximum Storage (ft--3) 26486 . 50 Stage (ft) Storage (ft) 0 . 00 0 . 00 1 . 00 4557 . 50 2 . 00 9660 . 00 3 . 00 15351 . 00 4 . 00 21665 . 50 5 . 00 28466 . 50 Hydraflow Storm Sewers DOT Report • Line Line ID Ina. Runoff Incr, Sum Tc Rnfal Total Total Capac. Line Line Line Line Veloc, Veloc. HGL HGL invert Invert On Strm No. area coeff. CxA CxA inten runoff flow @ full size type length sloe up down up down up down line ac C min in/hr) (cfs) (cfs) (cis in x in ft % fys fUs ft k ft ft No. 1 DI TO OUT 0.52 0.95 0.49 0.81 11.09 5,93 4,79 4,79 17.45 18.00 Cir 116.00 2.76 4.74 2,71 201.04 258.50 260.20 257.00 End 2 D12 TO D11 0.15 0.951 0.14 0.31 10.49 6.05 1.90 1.90 7.43 18.00 Cir 108.00 0.50 2.75 1,38 261.46 261.39 260.84 260.30 1 3 D13 TO DI2 4.18 0.95 Q.17 0,17 10.00 6.16 1.05 1.05 7.43 18.00 Cir 88.00 0.50 2.87 1.77 261.83 261.55 261.44 261.00 2 NOTES: a Project file:TRKSHOP_STM I-D-F File:RALEIGH.IDF Total number of lines: 3 Run date: 11-30-2005 c=circular; e=elliptical; b=box; Intensity= 82.60027 I(Tc+ 13.50002)^ .8224694 Return period=10 Yrs, - Hydraflow Storm Sewers DOT Report Line Line ID Incr. Runoff Incr. Sum Tc Rnfal Total Total Capac. Line Line Line Line Veloc. Veloc. HGL HGL Invert Invert Do Strm No. area coeff. CxA CxA inten runoff i flow full size type length sloe up down up down up down lino ae} C min inthr) (cfs) (cfs) (cfs) Ifin x in ft % MIS) fUs) (ft k k ff No. 1 D14 TO OUT 0.03 J 0.951 0.03 0.15 10.22 6,11 0,93 0.93 8,30 18,00 Cir 8.00 0.63 0.531 0.53 763.36 263.35 261.901 261.85 End 2 D15 TO D14 0.13f 0.951 0.12 0.121 10.001 6.16 0.761 0.76 18.941 1a.00 Cir 40.00 3,25 2.61J 0.45 263.63 263.36 263.30 1 262.00 1 NOTES: Project file:4_5.STM I-D-F file:RALEIGH.IDF Total number of lines: 2 Run date:11-30-2005 c=circular; e=elliptical; b=box; Intensity= 82.600271(Tc+ 13.50002)^ .8224694 Return period_10 Yfs_ Hydraflow Storm Sewers DOT Report Line Line ID Incr. Runoff Incr. t0194 Tc Rnfal Total Total Capac. Line Line Line Line Veloc. Veloc. HGL HGL Invert Invert Dn Strm No. area coeff. CxA inten runoff flow full size t e length sloe down u down u down line ac) C min inlhr cfs cfs cfs in x in ft % ft s ftfs k N k ft No. 1 DI6T0OUT 0,05 0.95 0.05 10.16 6.12 1,16 1.16 8.30 18.00 Cir 16.00 0.63 0.68 0.66 265.61 265.60 264.20 264.10 End 2 D17 TO D16 0,15 0,951. 0.14 10.00 6 16 0.88 0.88 7.43 18.00 Cir 2&00 0.50 0.53 0.50 265.62 265.61 264.30 1 264.16 1 NOTES: Project file:New.STM I-D-F file:RALEIGH.IDF Total number of lines: 2 Run date: 11-30-2005 c=circular: e=elliptical; b=box; Intensity= 82,60027 1(Tc+ 13.50002)A .8224694 Return period=10 Yrs. L f Ryb28ow Storm Sewers DOT Report Line LinelD Ina. RunoX Incr. Sum Tc Rnfal Total Total Capac. Line Llne Line Line Velm. Veloc. XGL HGL Invert Invep On Shot No. meff 0xA Cxls inter mrwR flow lull sire ten sloe a tlown tlown down line ace C min iMv da da ds inxin R % Rl6 fus R fl M1 fl INC 1 DIS TO OUT 0.02 095 002 016 1044 6.0fi 0.90 0.90 8.59 10.00 Cir 12.00 0.05 0,5} O85 265.00 26500 283.60 263.50 Entl 2 Dig TO U10 0.15 0.95 0.14 0.14 10.00 e.t6 o.ee 0.00 8.10 10,00 Dir 80.00 0.75 1.08 0.54 265.00 26501 264,30 263.T0 1 NOTES: Prola0file:8 9.STM I-D-F file.RALEIGH.IDF _ TOM number of lines: 2 Run date 11-3 010 0 5 • 'ruler', e=elliptical', b=bar: Intensity= 8260627I ITc+ 13.• e21" 8224694 Rewm anob=10 Yon Hydra low SIOrm Sewers DOT Repo Line Line 10 Ina. Runoff Ina. Sum Tc Rnfal Tdal Atld %1.5270 H1BWjCwql e fio.wo.36 Veloc. HGL HGL Invert Invsn Do Sum No. coeff. CxA CA Inten mnoff flow tM1 slope down down tlown line C min nffr da da doWs R R R R No. 1 D112T000T a054 095 051 186 10.96 OSO 9,90 0.00Our00 5.81 S2.63 262.17 201.D1 280.fi} no 2 DIII TO D112 026 095 025 0.80 10.48 6.05 5.46 0.00 .00 3.09 263.25 263.02 28T53 261.11 1 3 D110TO D111 069 a95 006 0.06 10.00 6.16 4.04 0,000.00 2.28 263.44 203.32 262.0} 26163 2 40113 TO DI12 026 095 025 425 10.00 6.16 152 000200 O.e6 263.04 991091 261.57 261.11 1 NOTES. 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ORTH CAROLINA DEPARTMIiNT OF ENVIRONMENT y AND NATURAL RESOURCES LAND QUA LITY SECTION EROSION AND SEDIMENTATION CONTROL PLAN CHECKLIST 'Ile following items shall he incorporated with weprat to specific site conditions,in an erosion and sednwntslion moral plan LOCATION INFORMATION ✓ Design calculations cross seetirnrs and mdbod ofstahilirmiun of existing and planned channels(include temporary linings) ✓ Project location Design calculations and mast,notion details ofenergy Roads,street dissipaters below convert and shot sewn outlets Dor I fill ex _ North arrow aprons,include stone sizes(diameters and al dimmsions) Scale ✓ Soil Informa0on below all storm outlets Adjoining lakes,streams(Ir other 41L Design calculations and eonstmetion details to emitted I- gmum major tlminage ways water,i.e.,seeps,high water table,ate. Names of receiving watercourse or name of mmicipal GENERAL SITE FEATURES operator(only where school discharges use to Trans) North an nw Scale- EROSION CONTROL MEASURES _ Pmpeny line ✓ Local loci ✓ Location of temporary and forceful measures Existing conterms ✓ Construction drawings and details To lempomry and a Proposed cnnmms permanent all cas ✓ Limit and mi cage of ditched at .✓ Design calculations for sedinwnt basin and other measures ✓ Planned and existing hall ding;lranconns Maintenance requirements during ronslrclign and elevations ✓ Person responsible for maintenance dunng construction eP Planned and existing,road locations ✓ souther nac rndichmatms and racenal le pasan(s)af and dayetions per ant measures L� Lot and/or buildingman rival ✓ Land use Ofsmmunding areas VEGETATIVE STABILIZATION T✓A✓�A� Rock outcrops Seeps or springs ✓ Arms and acreage to be vegetatively Stabilized N.a Wetland limits ✓ Planned vegetation with details ofphlof flood,mulch antl usemartc f<nilizel' ✓ Strew»,lakes,ponds,drainage mays,dams ✓ Specifications for parliament and temporary v filarion ✓ Boundaries;of the total it act NIeNad of got] If the some person emwrrcts the land-disturbing activity and any rdated mire or waste adiviry, doe elated borrow or or activity shal l NO.I.E: Should include pro nn for grrndc empami slopes vl ill ill Texthan Iofthe istuleo twit Icss t 3 my tcwi m par on- ym phoseo king ur30rtionIcalendarund fmolmwingcmmtuared or any the M1ortow ter aasm activity is regulated order pppse of grading,pcnnunentgmmxl cover for all JlslmbeJ mess Mining Act of 197 I.or is a land fill regulated by the within 15 working days or 90 calendar days(which-ever'is all for) Division of Solid Wake M sun cement.Ifthe ll blowing complclion of con nretire or devclki disturbing activity and any related borrow or waste ,activity arc not conducted by the same person,they shall be considered ecparate land-disturbing recoil Stockpiled topsoil or subsoil location OTHER REQUIREMENTS NA So-alpmfilas ✓ absence describing construction sequence(as ni S[IT ORAI N AG I;FFATUR ES Narrative describing the mewl and purpose of the constriction ✓ Existing and planned drainage protons(include off- activity site areas that drain through project) _ Completed Financial Responsibility/Ownership Form fan bee ✓ Size ofArces to be disturbed Aecimpe) signed by person financially responsible for project Size and location of culverts and sewers Did specifications regarding erosion control _ Soils infomation(Ire,spatial characteristics) ✓ Conslmdion sequence called to solimentatimr and erosion �L Dnslgn calculations for peak discharges ofrenM control Frrclude installation of critical measures prior to initiation (including the culcictian phase and final rnofi of the land-disturbing activity and removal of ml Tat after areas coerccients of the she) they serve have barn permanently form lived) Design calculations and control detai is for culverts and storm sewers Rov1o6U 3/10/04 9.53 SILT FENCE DROP INLET SEDIMENT FILTER Seedbed Preparation: A. u.v. RESISTANT (BLACK) GE❑TEx1TLE OR Eouty. FABRIC CUT FROM a 1 . Chisel compacted areas and spread topsoil three inches deep over adverse soil conditions, I available. CONSTRUCTION SCHEDULE: CONTINUOUS ROLL TO MINIMIZE JOINTS (MUST HAVE AT LEAST 1) . l 2. Rip the entire area to six inches deep. B. STAKES SHALL BE TREATED 2'x 4', 2'x 2' OAK, OR EQUIV. METAL 3. Remove all loose rock, roots, and other obstructions leavingsurface reasonably smooth and uniform. WITH A MINIMUM LENGTH OF 3.0 FEET. y 1 . ) OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS. C. STAPLES SHALL BE OF HEAVY DUTY WIRE AT LEAST 112- INCHES LONG, 4. Apply agricufturallime, fertilizerandsuperphosphateuniformlyandmixwithsoil (seemixture). D. STAKES SHALL BE SPACED AROUND THE PERIMETER OF THE INLET A 5. Continue tillage until a well-pulverized, firm reasonably uniform seedbed is prepared four to six inches MAXIMUM OF THREE FEET APART AND SECURELY DRIVEN INTO THE GROUND deep. (MINIMUM OF 1.0 FOOT), 2. FLAG DISTURBANCE LIMITS. E. A TRENCH SHALL BE EXCAVATED APPROX. 4' WIDE AND 4' DEEP 6. Seed on a freshly prepared seedbed and Cover seed lightly with seeding equipment or cultipack after AROUND THE OUTSIDE PERIMETER OF THE STAKES. seeding. 3• ) INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE. F. USE 12 GAUGE WIRE, 4'x 4' OR 4'x 2'. 7. Mulch immediately after seeding and anchor mulch. WIRE AND FABRIC SHALL BE STAPLED TO THE WOODEN STAKES 8. Inspect all seeded areas and make necessary repairs or reseedings within the planting season, u 4.) CONSTRUCT DIVERSION DITCH #3, VEGETATE AND INSTALL TEMPORARY (FABRIC FASTENED TO THE WIRE AT THE TOP WITH WIRE TIES) passible. If stand should be over 60% damaged, re-establish following the original lime, fertilizer and WITH 8' OF THE FABRIC AND 4' OF THE WIRE EXTEN➢ING INTO seeding rates. SYNTHETIC LINER, THEN INSTALL PERMANENT SEDIMENT BASIN . THE TRENCH. THE HEIGHT OF THE FILTER BARRIER SHALL BE 15' MIN. AND NOT EXCEED 1e1. !. G. THE TRENCH SHALL HE BACKFIELD WITH SOIL COMPACTED OR 5•) CONSTRUCT REMAINING DITCHES WITH TEMP. LINERS AND VEGETATE Mixture CRUSHED STONE OVER THE FABRIC. DISTURBED AREAS. Agricultural Limestone: 2 tons/acre (3 tons/acre in clay soils) 6. ) INSTALL TEMPORARY SEDIMENT FENCING. Fertilizer: 1 ,000lbslacre - 10-10-10 Superphosphate: 500 Ibs/acre - 20% analysis STAKES Mulch 2 tons/acre - small grain straw 7.) REMOVE ROOT MATERIAL AND GRADE SITE AS REQUIRED. DROP INLET WITH GRATE Anchor: Asphalt Emulsion at 300 galslacre WIRE 8.) COMPLETE FINAL GRADING OF GROUNDS,TOPSOIL CRITICAL AREAS FILTER FABRIC N❑TEs: AND PERMANENTLY VEGETATE. 3111 OROVBiAND FLOWS Seeding Schedule ONLY. MOTO SLOPE NOT TO EXCEED 5%. IRX: M. _ 9. ) INSPECT ALL EROSION CONTROL DEVICES WEEKLY AND SEDIMENT LADEN RUNOFF APPROX 1 ACRE. For Shoulders, Side Ditches, Slopes (Max 3:1): Date Type Planting Rate REPAIR/REPLACE AS NEEDED. Aug 15 - Nov 1 Tau Fescue 300lbs/acre • 10. )AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND \ INSTALL PERMANENT VEGETATION ON THE DISTURBED AREAS. FILTERED WATER Nov 1 - Mar 1 Tall Fescue & Abruzzi Rye 300lbs/acre BURIED WIRE & FILTER FABRIC — SCHEDULE FABRIC DROP INLET PROTECTION Mar 1 - Apr 15 Tall Fescue 300 Ibs/acre NO SCALE _. . - __ -.. . - I. _.. _ _.. NO SCALE Apr 15-Jun 30 Hulled Common Bermudagrass 25 Ibslacre 5 FT— STORAGE = 50400 4 ` ` "` 1.5 Fr Jul 1- Aug 15 Tall Fescue AND Browntop Millet 25 Ibs/acre (Tall Fescue); 35 VARIES Storage = 1600ar pe acre anon 2 - ` a or Sorghum-Sudan Hybrids**'Ibs/acre (Browntop Millet); 30 77-71 -Sudan nu ni Y Hybrids) ' a Excavate sediment storage basin as needed FILTER FABRIC For Shoulders, Side Ditches, Slopes Slopes (3:1 to 2:1) FILTER FABRIC CROSS SECTION Mar 1 - Jun 1 Sericea Lespedeza (scarified) and use the following combinations: 50 Ibslacre (Sericea Lespedeza); CROSS SECTION Mar 1 - Apr 15 Add Tall Fescue 120 Ibs/acre DESIGN oOR SETTLEMFILL 6" ENT EMENT Mar 1 - Jun 30 Or add Weeping Love grass 10 Ibs/acre ' CLASS 1 TOP 0 EL. 241 _ OR B \ Marl - Jun 30 Or add Jutted Common Bermudagrass 25 Ibs/acre EROSION ) a" ' �v. . • II + ' ' ! =11 °' z 7'E II ill ill II: �i c U CONTROL B FT , r Jun 1 - Sept 1 Tall Fescue AND Browntop Mullet or � rt � s / STONE �, r` ': . rL> • III II I' °Q5 ,,, ® EL 247 + � '' III. Emergency b 24" MAX. ® CENTER w 9 Y. Y P°� Sorghum Sudan Hybrids"* 120 Ibs/acre (Tall Fescue); 35 y'T <<� 2 :; ° n TM � o • 11 0 EL. 248 FIL FILL Ibslacre (Browntop Mullet); �40,' , 30 Ibslacre (Sorghum-Sudan Hybrids) NATURAL Sept 1 - Mar 1 Sericea Lespedeza (unhulletl - unscarihed) FILTER FABRIC GROUND AND Tall Fescue70 Ibslacre (Seriecea FRONT VIEW Lespedeza); 120lbs/acre (Tall Fescue) PROFILE Nov 1 - Mar 1 AND Abruzzi Rye 25 Ibs/acre CHECK DAM BASIN *2 SPILLWAY — SEEDING SCALE NO SCALE NO _SCALE __. _._ _. . FENCE NO - _ 1. LOCATE POSTS DOWNSTREAM OF FABRIC TO HELP SUPPORT FENCING 4' LONG EXISTING ROAD 6" MIN DEPTH 2"-3° COARSE AND AT A MAX. DISTANCE OF II W/0 WIRE MESH AND Bi WIRE TIES 2X4 WOODEN POST AGGREGATE W/ WIRE MESH. 2 PER POST OR EQUIVALENT METAL STAKEOKIDGE ON 6" MIN HEIGHT DIVERSION VARIES 2. BURY TOE OF FENCE APPROX. 8" TO PREVENT UNDERCUTTING. RIDGE 3. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN TO A SUPPORT 2% MAX SLOPE POST AND OVERLAP TO THE NEXT POST. e 4. OPTIONAL FENCING ACCEPTABLE IF APPROVED BY APPLICABLE AUTHORITIES p I 1 ri ,. II III 'I Cy �1 FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS 4" GEOTtxii FABRIC VARIES AND STABILIZERS AND SHALL CONFORM TO THE FOLLOWING: i UNDERLAYMENT FILTERING EFFICIENCY: 85% MIN. Z EGTIDN VEGETATED A CONSTRUC110N NOTES: �_ GE D CHANNEL SLURRY FLOW RATE: 20 GALONG.: 0MIN (MIN) '—^ TENSILE STRENGTH Q 20S ELONG.: 30/�/LIN.IN. (STANDARD) USE FENCE A OR B !. w1) AVOID CURVES IN PUBLIC ROADS AND STEEP SLOPES. REMOVE ALL VEGETATION AND OTHER OBJECTIONABLE MATERIAL 50#/LIN.IN. (EXTRA STRENGTH) '. FROM THE FOUNOA➢ON AREA. GRADE AND DRAIN FOUNDADON FOR POSITIVE DRAINAGE. SEE CALCULATIONS FOR DITCH GEOMETRY A e2) IF THE SLOPE TOWARDS THE ROAD EXCEEDS 2& CONSTRUCT A RIDGE, 6 TO B INCHES HIGH WITH 3:1 SIDE SLOPES, ACROSS THE FOUNDATION APPROXIMATELY 15 FEET FROM THE ENTRANCE TO DIVERT RUNOFF FROM THE PUBLIC ROAD. DITCH GEOMETRY BASED ON Q10 3) PLACE GEOTEX11LE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS AREANTICIPATED. S5 "t f "�,X•,a.."a N$TALL TEMPORARY LINER( 4) PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE. DITCH #1 — USE NORTH AMERICAN GREEN C125 OR EQUIVILANT 5) DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDIMENT TRAP OR BASIN. DITCH #2 BL 3 — USE NORTH AMERICAN GREEN SC150 OR EQUIVILANT A: STANDARD STRENGTH I I 6) INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE. B: EXTRA FABRIC OVER 14 GA. LI 7 MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING THE SITE SHOULD MUD BE EI WIRE MESH. STRENGTH FABRIC ) VIN TRACKED OR WASHED ONTO THE EXISTING ROAD, THE CONTRACTOR SHALL REMOVE IT IMMEDIATELY. PERMENANT DIVERSION SILT FENCE INSTALLATION STABWZED CONSTRUCTION ENTRANCE NO SCALE NO SCALE NO SCALE FOR PERMIT REVIEW ONLY NO. DATE REVISION TRMGLE BRICK COMPANY SHEET NUMBER: " . 02 03 O6 REVISED S8E AS PER NCDENR COMMENTS TRIANGLE BRICK COMPANY Car err Burg SEDIMENT AND EROSION CONTROL DETAILS EALr . MERRY OAKS MINE #1 : 22202 ; CARTER 6 BURGESS, INC. c • ry�INER4 • 5811 GLENWOOD AVENUE, SUITE 300 Major Permit Modification CHATHAM COUNTY, NC cC 002 RALEIGH, NORTH CAROLINA 27612 Truck Maintenance Facility CODE: ITEM: FILE NUMBER: DATE 12/22/2005 SHEET 4 4 0900590D\001�2 DDPYRIGHT © 2003 by Caner h Burgess, Mc 96owl TRIANGLE BRICK COMPANY MERRY OAKS MINE #1 MAJOR PERMIT MODIFICATION TRUCK MAINTENANCE FACILITY 0 NOMM ----, INDEX COVER SHEET 1 �'6$ SITE PLAN SP.001 2 EROSION CONTROL PLAN EC.001 3 �k EROSION CONTROL DETAILS EC.002 4 s- us-, s- �6 m elary Rd OaK° s arm nc G 17 G LOCATION SKETCH NOT TO SCALE 22 , ino m NO. DATE REI TRIANGLE BRICK COMPANY TRIANGLE BRICK COMPANY s CarterNBu ess - SHEET NUMBER: � �: MERRY OAKS MINE #1 COVER SHEET 2802 CARTER # IVIES S, INC. ,'r�G{NEk 5811 GLENWOOD AVENUE, SUITE 300 Major Permit Modification CHATHAM COUNTY, NC RALEIGH, NORTH CAROLINA 27612 Truck Maintenance Facility ffEM: ( �- Y REM: FILE NUMBER: DALE: 12/22/2005 SHEEP i OF 4 09005600\0012 COP GHT © 2003 by Cale k 9urgm Ina uuq/ ruru a' Nr '1 > Uln � 2 I 2 � / � \i— S \ — 00 \ IN, O zIf If • / /� / / ( j I /I�� oS'c' / N, rix IN 'C ', / I V ♦ r ��- -^"`"" g _ - ° IN �l j / �.. - / � y r i � J _/;! � I\ � � ,,.,,.'»J".,�^�X• ���` Li�,l ;ci It %` /,/r J -i IN Iv Lri - / A _ IN / j ! z '� �NI; I 1 �11 a r ,�t� i A ) "I� 'tea IN, o d � r / �� � ) rt 4� r N \ oo i A i 1 =- LL T -f-- �-i— j3 uv ,. IN, J IN jr iliaIf � J �—f— INI A ,i A� V\ \_ v � '' �t IN \ V t I i ' - - t If If if If if If >"� m / 1 I / I r �. / 1 1 -! - gsSRR' V( - ark j / i r t ! Q '� j_ _ 1 / / .;A IB i'I, / t , I H vli 1 ¢f- �I I I/ 11 ! — _= / /j// / �i�/ /llll \ { I I I A I A I Imo- a I _ ,{ -� / / / / / ///l� if�I J 1 ^ A, �ii�! , p;. 1, If NI IN A1 ; • A A V A i / ! Y 4 , 1 A I v AIN I ! ! t v IN, �V A 1 A . ,.,w 1 — —, , r ��V'. .� I�� VA ��� � � I '� o �f,j ',� A I ,tV� v`�yA, 'Ii� A ffi� � rj I/ V � v� v vv MINI t3d � v a! v i �, �' hey / - i I� ,v . \ \ :• y ��// i 1 11 / �A g jA o / IIf • V In �. � r r s i*� ' � VI _ jr f /1� / ,G IV N Ili If I INK •` IN �eb Ai � ,- �t I . IN, if i A If l ��z. 8 s \ o Frt.. It i 1 � v�I V ; �!! ilil 14 II �II � �Illlh!u,� III /// /. ��1 tl r '>, �� v V A t`II�,11 � I ��t�111 ' � ��� ��J / 6a snNcAt if 1 aZ' �i �- sx _ .n� /I \ i / // / �/ // / jI I V I �I 1 I �v - �: A �� �� --� 4 _ ,\ �.-ve��`__.- ' _� -�� 1' • 1i IN Ills A V IN f IN 1 1 �, t V A A N. Ni —I w _ __ - v � I A� C r q \ \ - _ \{�� '� A � _ \VAA "lo \ _ \�,� \\ Z / / � v y� F. vV /// / I/ 1 I� Y IIFIN, 1 /� v �-1 VA I / \, \ IN IN \ \ I \ / \ IN Q CO � \ \ Z i \ \ I R a � If � I, \ PARABOLIC GENERAL NOTES \ — ASPHALT SWALE DA J . 0 AC . , \ EXISTING o -0 o \ \ ` ASPHALT N a 0 The USGS map for this property does not indicate any stream �o ry N ROAD channels (Je. no blue lines denoting stream channels) f \ \ There are no FEMA designated 100-YR flood areas within the project \ \ / \ ASPHALT SWALE DETAIL DisWbedArea: Truck dAreMaintenance Shop = 17,900sf(Imp.) I Cleared Area = 104,300 sf DIVERSION` / \ NO SCALE Asphalt Parking - 33,000 sf(Imp) 1 SETTLING BASIN: Gravel Parking - 138,900 sf(Imp) DITCH #•I r •` \ TOP = 269.00' Ditch&Slope Grading = 62,000 sf INV IN = 267,67' . _LEGEND:: Basin#2 = 6,000 sf INV OUT = 267.67' DISTURBANCE AREA TOTAL DISTURBANCE =257,800 sf(5.9 ac.) ` — / DB aa — — — =DRAINAGE BASIN O/W SEPARATOR (300 gpm): STORAGE TANK (8000. ` .. I / \�\ 1.): Project: Triangle Brick Company-Truck Maintenance Shop INV IN = 261.50' TOP - 26200' ■ PERMENANT DITCH & DIRECTION OF FLOW Project Address: 294 Kngs Road,Moncure,NC - � INV OUT = 261.50 DIVERSION ! , ' INV IN =' 261.25'INV OUT = 258.00' Hours of Operation: Mon-Fri 8am-5pm 1 DITCH #3 / / \ o,�w PROPOSED CONTOURS PIN: 9698.98-4279.000 & 0608-05-7038.000 / t�I s A ❑ SILT FENCE Total Site Acreage: 272acres/ / ; < Zoned: Industrial / \ ASPHALT SWALE r 0000 / ` ' • ` ' -'Op 73 �iOirp� INVERT 0 264.65' ` � . ASPHALT LIMITS Use: 1 :jiybo�&ag �• Buildings: GRAVEL LIMITS Proposed Building (shop): 18,000sf Max. Building Height: 32 ft. @ eve `aT - NCDOT STANDARD DRAWINGS: /; T 7.2 Parkin 8 PV Spaces, 53 Semi-truck Spam 1 / Q2B 840.35 TRAFFIC BEARING DROP INLET g x `^ iN 266�' 862.02 GUARDRAIL INSTALLATION yN Land Owner Name: Triangle Brick Company I _ p o � 7 7T Business Operator. Triangle Brick Company AL UT 26� p� 7j Address: 6523 NC Hwy 55,Durham,NC 27713 1 " / z N ro r E G7. xNP�`?s Telephone: 919-544-1796, FAX:919544-3904 iv a „ %-+` -`4 TO BRICK PLANT _ GOT267 WASH WATER ....................... --..—. "--. — DI-10 GUARD ,,R s TOP 264.65' i�i pc'k-x Ire °a . - INV UT=262.07' \ Q- x' P G/�� `d /yy� .26 sprte y �r k ;'4R �: —•—Zr_.i t- sv s• _y EC NOTES : - \ All Erosion Control will be in accordance with the NCDENR Erosion and o - � ''� �� Sedimentation Control OMinace. \ �, ! .` _ ` ,' ,' ,,room ----- -- Parking areas will be a combination of asphalt and gravel. N .5 > l All Erosion Control devices were designed in accordance with above reference and the NC Erosion and Sediment Control Planning and Design CA Manual. ENERGY DISIPATORS — — — - CLASS B RIPRAP / - I _ I ( Refer to Calculations for ditch and basin design and sizes. (TYP.) � �.. /. FABRIC DROP INLET ` ' J PROTECTION / Fabdc drop inlet protection will be used at all drop inlets until asphalt (Tt ~, and/or gravel parking areas are placed. GAS \-- GRAVES _ T D1-7 Construction details are shown on Sheet EC.002 IN[/ <2EQ TOP=268.80' �p. ! - Drainage basins were"trunkated"at location of new diversion ditch. %P, 8 ' IN+� OUT=264.30' G 268 3..30, \ 266 .INV OUT=264.10' TOP=268.20 DIVERSION INV IN=263.70' DITCH #2 INV OU T =263:50' INV OUT=263.60' NI Oli rs. — — — -' DI-4 ` EXISTING BASIN gl S - DI-6 - TOP=266.50' ` RIPRAP SPILLWAY TOP=268.80' Ir r 7 n , INV IN=262.00' 0 EL. 250' n =-- INV OUT=261.90' STORAGE: 28,450cf INV OUT=2 .16' �� ;j , ,� j---\ � , INV OUT=264.20' FOR PERMIT REVIEW ONLY xoRrx D 40 80 120GR IC SCALE: 1 = 40 -0 DATE REVISM TRIANGLE,Ae TRIANGLE BRICK COMPANY BRICK COMPANYU�. ... NtprIBER: CQrteroBu rrge55 MERRY OAKS MINE #1 SEDIMENT AND EROSION CONTROL PLAN SEAL: 22802 F 3 CARTER A 90RGESS, INC. EG` 001 �GINf ` 5811 GLENWOOD AVENUE, SUITE 300 Major Permit Modification CHATHAM COUNTY, NC RALEIGH, NORTH CAROLINA 27612 Truck Maintenance Facility `ODE ffEWl: FN.E IaIYBER DATE: 12/22/2005 SHEET 3 OF 4 09005600\001 z COPYRIGHT © 2903 by C=tw a Burq=x irQ SILT FENCE DROP INLET SEDIMENT FILTER Seedbed Preparation: A. U.V. RESISTANT (BLACK) GEOTEXTILE OR EDUIV. FABRIC CUT FROM A 1 . Chisel compacted areas and spread topsoil three inches deep over adverse soil conditions, I available. CONSTRUCTION SCHEDULE. CONTINUOUS ROLL TO MINIMIZE JOINTS (MUST HAVE AT LEAST 1) 2. Rip the entire area to six inches deep. B. STAKES SHALL BE TREATED 2'x 40, 2'x 2' OAK, OR EDUIV. METAL WITH A MINIMUM LENGTH OF 3.0 FEET. 3. Remove all loose rock, foots, and Other Obstructions leaving Surface reasonably smooth and Uniform. 1 . OBTAIN PLAN APPROVAL AND OTHER APPLICABLE PERMITS. C. STAPLES SHALL BE OF HEAVY DUTY WIRE AT LEAST 1/2- INCHES LONG. 4. Apply agricultural lime, fertilizer and superphosphate uniformly and mix with soil (see mixture). D. STAKES SHALL BE SPACED AROUND THE PERIMETER OF THE INLET A 5. Continue tillage until a well-pulverized, firm reasonably uniform seedbed is prepared four to six inches MAXIMUM OF THREE FEET APART AND SECURELY DRIVEN INTO THE GROUND deep. 2. ) FLAG DISTURBANCE LIMITS. (MINIMUM S LD FOOT). E 6. Seed on afresh prepared lightly g equipment p E. A TRENCH SHALL BE EXCAVATED APPROX. 4' WIDE AND 4' DEEP freshly p p ed seedbed and cover seed li ht with seeding a UI ment Of culti ack after AROUND THE OUTSIDE PERIMETER OF THE STAKES. seeding. 7. Mulch immediately after seeding and anchor mulch. 3. ) INSTALL TEMPORARY GRAVEL CONSTRUCTION ENTRANCE. F. USE 12 GAUGE WIRE, 4'x 4' OR 4'x 2'. B. Inspect all seeded areas and make necessary repairs orreseedings within the planting season, if WIRE AND FABRIC SHALL BE STAPLED TO THE WOODEN STAKES (FABRIC FASTENED TO THE WIRE AT THE TOP WITH WIRE TIES) possible. If stand should be over 60% damaged, re-establish following the original lime, fertilizer and 4.) INSTALL PERMANENT SEDIMENT BASIN. WITH 8' OF THE FABRIC AND 4' OF THE WIRE EXTENDING INTO seeding rates. THE TRENCH, THE HEIGHT OF THE FILTER BARRIER SHALL BE 5•) CONSTRUCT V—DITCHES AND VEGETATE DISTURBED AREAS. 15' MIN, AND NOT EXCEED 188. G. THE TRENCH SHALL BE BACKFIELD WITH SOIL COMPACTED OR CRUSHED STONE OVER THE FABRIC, Mixture 6•) INSTALL TEMPORARY SEDIMENT FENCING. Agricultural Limestone: 2 tons/acre (3 tonslacre in clay soils) Fertilizer: 1 ,000 Ibs/acre - 10-10-10 7.) Superphosphate: 500 Ibs/acre - 20% analysis REMOVE ROOT MATERIAL AND GRADE SITE AS REQUIRED. STAKES Mulch 2 tons/acre - small grain straw DROP INLET WITH GRATE Anchor: Asphalt Emulsion at 300 gals/acre 8.) COMPLETE FINAL GRADING OF GROUNDS,TOPSOIL CRITICAL AREAS WIRE AND PERMANENTLY VEGETATE. FILTER FABRIC NOTES 9.) INSPECT ALL EROSION CONTROL DEVICES WEEKLY AND SHEET DR OVERLAND FLOWS Seeding Schedule ONLY. GROUND SLOPE NOT TO REPAIR/REPLACE AS NEEDED. APPROX 5' ""� = p SEDIMENT LADEN RUNOFF APPRO%. 1 ACRE. For Shoulders, Side Ditches, Slopes (Max 3:1): Date Type Planting Rate 10.)AFTER SITE IS STABILIZED, REMOVE ALL TEMPORARY MEASURES AND P, Aug 15 - Nov 1 Tall Fescue 300lbs/acre INSTALL PERMANENT VEGETATION ON THE DISTURBED AREAS. a• FILTERED WATER Nov 1 - Marl Tall Fescue & Abruzzi Rye 300 Ibslacre BURIED WIRE 6 FILTER FABRIC SCHEDULE FABRIC DROP PlILI PROTECTION Mar 1 - Apr 15 Tall Fescue 300 Ibs/acre NO SCALE NO SCALE _ Apr 15-Jun 30 Hulled Common Bermudagrass 25 Ibslacre s Jul 1- Aug 15 Tall Fescue AND Browntop Millet 25 Ibs/acre (Tall Fescue); 35 —� fl or Sorghum-Sudan Hybrids"'Ibslacre (Browntop Millet); 30 VARIES MAX. STORAGE = 9340 f El 24W �STAnBIILI EE SLET SPPIILLLW Y AND Ibs/acre (Sorghum-Sudan o TH CLASS B RPRAP MIN. 6• Hybrids) c 8 �O 00 THICKNESS n0 0000 000 Storage = 1800cf per acre runoff t _�o o � ° O 0 1 n1 1�1 ii�C Flu li�tl-W go MIN. , VARIES - FILTER T i L FABRIC For Shoulders, Side Ditches, Slopes Slopes (3:1 to 2:1) FILTER FABRIC ! Marl - Jun 1 Sericea Lespedeza (scarified) and PROFILE NATURAL GROUND use the following combinations: 50 Ibslacre (Sericea Lespedeza); CROSS SECTION Mar 1 - Apr 15 Add Tall Fescue 120 Ibslacre DESIGN OVERFILL 6• SETTLED FOR SETTLEMENT Mar 1 - Jun 30 Or add Weeping Love grass 10 Ibs/acre CLASS 1 TOP ® EL 249 � ORB \ NII III III= Mar 1 - Jun 30 Or add Julled Common Bermuda grass 25 Ibs/acre EROSION o III I11 = I g o0 11�11=II�II III CONTROL :� ��� I - u = Ilf�l�il .III_ u�' s� � S e,� , � �' ' " "r' TI I zo Fr MIN ��°� - � Jun 1 - Sept 1 Tall Fescue AND Browntop Mullet or ay. -: n-r r I-1L ® EL 248 6�' STONE P- Sorghum-Sudan H brads"` 120 Ibs/acre Tall Fescue ; 35 24" MAX. ® CENTER - P_ 9 Y ( ) I CIOFILL s a ��< a -II _ Ibs/acre (Browntop Mullet); 0 Co III o gi�-Ir FILL r` o�p s C II - ' 1 30 Ibslacre (Sorghum-Sudan Hybrids) FILTER �J II FABRIC = m o ,I NATURAL Sept 1 - Mar 1 Sericea Lespedeza (unhulled - unscarified) FILTER FABRIC - GROUND AND Tall Fescue70 Ibslacre (Senecas CROSS SECTION Lespedeza); 120 Ibslacre (Tall Fescue) PROFILE Nov 1 - Mar 1 AND Abruzzi Rye 25 Ibs/acre CHECK DAM BASIN 02 SPILLWAY - - — - - - - - SEEDNta SCHEDULE NO SCALE NO SCALE NO SCALE FENCE NOTES: 1. LOCATE POSTS DOWNSTREAM OF FABRIC TO HELP SUPPORT FENCING 4 LONG EXISTING ROAD 60 MIN DEPTH 2'-3' COARSE AND AT A MAX. DISTANCE OF EII W/O WIRE MESH AND 8�O.C. WIRE TIES 2X4 WOODEN POST AGGREGATE W/ WIRE MESH. 2 PER POST OR EQUIVALENT VARIES 2. BURY TOE OF FENCE APPROX. 8" TO PREVENT UNDERCUTTING. METAL STAKE 8" MIN DIVERSION RIDDEN HEIGHT DIVERSION 3. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN TO A SUPPORT 2% MAX X SLOPE POSTAND OVERLAP TO THE NEXT POST. . .. 4. OPTIONAL FENCING ACCEPTABLE IF APPROVED BY Z � _ APPLICABLE AUTHORITIES .I- =4�J;` p m 4• oTf"J� , L-III iiTIT�I Iu'I"'„ I �J-II`�I11�;1�111-1I IrSII-II III=i N �1 FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY INHIBITORS rc CN' I�' iLE kABRIc ) VARIES AND STABILIZERS AND SHALL CONFORM TO THE FOLLOWING: s UNDERLAYMENT / VEGETATED CHANNEL FILTERING EFFICIENCY: 85% MIN. SECTION Z CONSTRUCTION NOTES_ SECTION SLURRY FLOW RATE: 0.3 GAL/SQ.FT./MIN (MIN) x ,'f TENSILE STRENGTH 020X ELONG.: 30,y/LIN.IN. (STANDARD) USE FENCE A OR B w 1) AVOID CURVES IN PUBLIC ROADS AND STEEP SLOPES. REMOVE ALL VEGETATION AND OTHER OBJECTIONABLE MATERIAL e 50#/UN.IN. (EXTRA STRENGTH) FROM THE FOUNDATION AREA, GRADE AND DRAIN FOUNDATION FOR POSITIVE DRAINAGE. - SEE CALCULATIONS FOR DITCH GEOMETRY A B 2) IF THE SLOPE TOWARDS THE ROAD EXCEEDS 2% CONSTRUCT A RIDGE, 6 TO 8 INCHES HIGH WITH 3.1 SIDE SLOPES, ACROSS THE FOUNDATION APPROXIMATELY 15 FEET FROM THE ENTRANCE TO DIVERT RUNOFF FROM THE PUBLIC ROAD. — DITCH GEOMETRY BASED ON Q10 PLAN 3) PLACE ANnCIPA G OTEXTILE FABRIC ON GRADED FOUNDATION TO IMPROVE STABILITY, ESPECIALLY WHERE WET CONDITIONS ARE 91 D. 4) PLACE STONE TO DIMENSIONS AND GRADE SHOWN ON PLANS. LEAVE SURFACE SMOOTH AND SLOPED FOR DRAINAGE: 5) DIVERT ALL SURFACE RUNOFF AND DRAINAGE FROM THE STONE PAD TO A SEDI T TRAP OR BASIN. —) 6) INSTALL PIPE UNDER PAD IF NEEDED TO MAINTAIN PROPER PUBLIC ROAD DRAINAGE. - A: STAND ARD STRENG H L " B: EXTRA 1 FABRIC OVER 14 GA. STRENGTH FABRIC 7) MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING`--THE SITE. SHOULD MUD BE 6X6 WIRE MESH. LI TRACKED OR WASHED ONTO THE EXISTING ROAD, THE CONTRACTOR SHALL REMOVE IT IMMEDIATELY, PUMENAW DNERSION SLT FENCE NSTALLATKM STABILRED C0NSTRUCM0N ENTRANCE NO SCALE NO SCALE NO SCALE J FOR PERMIT REVIEW ONLY III Dill �Ewslori 1R�MIZE MCK CONPE .,,1tt11IIlIfIIr TRIANGLE BRICK COMPANY NI)M `R 1 ;- CarterNBu ess MERRY OAKS MINE #1 SEDIMENT AND EROSION CONTROL DETAILS s ALA: = Ec.002 22oz CARTER • BUiGESS, INC. CHATHAM COUNTY, NC / 5811 GLENWOOD AVENUE, SUITE 300 Major Permit Modification 0� RALEIGH, NORTH CAROLINA 27612 CODEy REM: FLE Nl1MI wTe: ll ,l i 12.2z Truck Maintenance Facility SHEET 4 OF 4 090051100\0012 COPYRIGHT @ 2003 by Coker & Burgess, Inc EROSION AND SEDIMENT CONTROL PLAN FOR TRIANGLE BRICK COMPANY MERRY OAKS MINE NO. 1 PERMIT RENEWAL CHATHAM COUNTY, N.C. By: McKim and Creed Engineers, P.A. Project No. 0757-0015 tk CAR N.y JUNE 2000GIN y P. ��. Revised OCTOBER 2000 AN, , tip` �D11U" v MCIQM&CREED v • MINE PERMIT APPLICATION AND EROSION AND SEDIMENT CONTROL PLAN FOR Triangle Brick MERRY OAKS SITE 1 RENEWAL Permit No. 19-10 ` JUN 2 2000 D DENR LAND QUALITY SECTION By McKim& Creed Project No. 0757-0015 ",auunrigp // June 2, 2000 QO 4 � ;at 22202 2 . • s .- . .. . � �___- ;.� . s NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES LAND QUALITY SECTION APPLICATION FOR A MINING PERMIT (PLEASE PRINT OR TYPE) 1. Name of Mine Merry Oaks No.l _ County Chatham 2. Name of Applicant* Triangle Brick Company 3. Permanent address for receipt of official mail** 6523 NC Hwy 55 L s Durham,NC 27713-9413 Telephone 919-544-1796 Uui ju,,4 G cuuv 4. Mine Office Address DENR same Telephone i ANn OUALITY SECTION 5. MineManager Howard P.Brown ,lone hereby certify that all details contained in this Permit Application are true and correct to the best of our knowledge. We fully understand that any willful misrepresentation of facts will be cause for permit revocation. ***Signature—4y Date oyv Print Name Howard P. Brown Title President * This will be the name that the mining permit will be issued to and the name that must be indicated on the reclamation bond (security) that corresponds to this site. ** The Land Quality Section must be notified of any changes in the permanent address or telephone number. *** Signature of company officer required. G.S. 74-51 provides that the Department shall grant or deny an application for a permit within 60 days of receipt of a complete application or, if a public hearing is held, within 30 days following the hearing and the filing of any supplemental information required by the Department. All questions must be addressed and all required maps provided before this application can be considered complete. Attach additional sheets as needed. 0 APPLICATION FOR A MINING PERMIT .■ NOTE: All of the following questions must be thoroughly answered with regards to your mining operation for the intended life of the mine. All responses must be clearly conveyed on a corresponding, detailed mine map. A. GENERAL CHARACTERISTICS OF THE MINE Answer all of the following that apply: 1. a. If this is an application for a NEW permit, indicate the total acreage at the site to be covered by the permit (this is the acreage that "new permit" fee will be based upon): Of this acreage, how much is owned and how much is leased? Acres owned: Acres leased: Property owner if leased: b. If this is an application for RENEWAL of a mining permit, indicate the mining permit number and the total (overall) acreage co�vere Gy the existing permit: Mining Permit No.: 19-10 Total permitted acreage (this is the acreage that the "renewal" fee will be based upon): 370 ac.(to property line) c. If this is an application for a MODIFICATION to a mining permit, indicate the mining permit number and the total (overall) acreage covere y the existing permit: Mining Permit No.: 19-10 Total permitted acreage: 370 ac. (to property line) Does the modification involve acreage within the previously approved permitted boundary? Yes X No If yes, indicate the acreage to be covered by this modification (this is the acreage • that the "major modification" fee will be based upon): Does the modification involve acreage outside the previously approved permitted boundary? Yes No X . If yes, indicate the addrnonal acreage to be covered by this modification: (NOTE: you must complete all of Section F. of this application form entitled Non nation of Adjoining Landowners). Of this acreage to be added to the permit, will any portion of this acreage be affected (disturbed, ground cover removed) by the mining operation? Yes_No X (if no, a "minor modification" fee of $50.00 is required, despite the "undisturbed" acreage to Ge added). If yes, indicate the acreage to be affected within the acreage to be added to the permit (the total acreage to be added to the permit is the acreage that the "major modification" fee will be based upon): d. If this is an application for TRANSFER of a mining permit, indicate the mining permit number and the total (overall) acreage covered y the existing permit: Mining Permit No.: Total permitted acreage: ■ SEE THE FEE SCHEDULE AT THE END OF THIS FORM. FOR THE PROPER FEE AMOUNT TO BE PAID FOR THE REQUESTED PERMIT ACTION(S) AND CORRESPONDING ACREAGE NOTED ABOVE 2. Indicate the approximate longitude and latitude, in degrees-minutes-seconds, of the center of the mine site: LONGITUDE (dd-mm-ss): 35 — 38 — 07.9Quadrangle; -09ks/l/ - LATITUDE (dd-min-ss): 78 — 59 — 44.7 River Gasm: Cape Fear 3. Name of all materials mined: ITriassic Shale Arkosic Sandstone ClayeV Sandstone z- J 3s° .8' 7 31 " Xs, 635-y' 7Y0 5.9 5-'7.9'l 78. 1"30 APPLICATION FOR A MINING PERMIT 4. Mining method: Hydraulic Dredge Front-end Loader& Truck Shovel & Truck Dragline & Truck Self-loading Scraper Other (explain) Dozer with ripper, end loaders, backhoe loaders, and dump trucks. 5. a. Expected maximum depth of mine (feet) 50' Reference elevation: Natural ground level at lowest point b. Expected average depth of mine (feet) 50' 6. Has any area(s) at this site been mined in the past? Yes X No If no, proceed to Question 7. a. Acreage of previously affected land(s) at present site that has not been reclaimed: 23.81 acres (identify all areas on your mine map(s) b. When and by whom was this activity conducted? Triangle Brick Company c. Acreage of previously affected land at present site that has been reclaimed: (identify all areas on your mine map(s)). d. When and by whom was this activity conducted? e. Do you wish to exclude any areas noted in 6a or c from this permit application Yes—No X If yes, how much? acres (identify all areas on your mine map(s)). 7. Present (pre-mining) use of the land (estimate acreage for each): Cropland 80 acres Pasture acres Forestry 270 acres Fish/Wildlife acres Recreation acres Other acres (Specify use: } S. Proposed Iand use after mining and reclamation has been completed (estimate acreage for each): Cropland acres Pasture acres Forestry acres Fish/Wildlife 310 acres Recreation acres Other 40 . acres (Specify use: Plant Site 9. Number of years for which the permit is requested (10 years maximum): 10 B. MAPS 1. Four (4) copies of the county highway maps and four (4) copies of all mine maps and reclamation maps shall be submitted with each permit application. County highway maps may be obtained from: Location Department State Highway Commission Raleigh, North Carolina 27602 (919) 733-7600 Clearly label and mark the location of your mining operation on the county highway maps. -3- APPLICATION FOR A MINING PERMIT 2. Mine maps must be accurate and appropriately scaled drawings, aerial photographs or enlarged topographic maps of the entire mine site. All aspects of the mine site must be clearly labeled on the maps along with their corresponding (approximate) acreage. As a reminder, mining permits can only be issued for up to 10 years; thus, all mine and reclamation maps must only denote those activities that are intended to be conducted during the life of the mining permit. All maps must be of a scale sufficient (see minimum requirements listed below) to clearly illustrate the following, at a minimum: a. Property lines of the tract or tracts of land on which the proposed mining activity is to be located including easements and rights-of-way. b. Existing or proposed permit boundaries. c. Initial and ultimate limits of clearing and grading. d. Outline and width of all buffer zones (both undisturbed and unexcavated). e. Outline and acreage of all pits/excavations. f. Outline and acreage of all stockpile areas. g. Outline and acreage of all temporary and/or permanent overburden disposal areas. h. Location and acreage of all processing plants (processing plants may be described as to location and distance from mine if sufficiently far removed). i. Locations and names of all streams, rivers and lakes. j. Outline and acreage of all settling and/or processing wastewater ponds. k. Location and acreage of all planned and existing access roads and on-site haul roads. 1. Location of planned and existing on-site buildings. m. Location and dimensions of all proposed sediment and erosion control measures. n. Location of 100 year floodplain limits and wetland boundaries. o. Names of owners of record, both public and private, of all adjoining land. p. Map legend: 1. Name of applicant 2. Name of mine 3. North arrow 4. County 5. Scale 6. Symbols used and corresponding names 7. Date prepared and revised 8. Name and title of person preparing map Map scales must, at a minimum, meet the following guidelines: PERMITTED ACREAGE MAP SCALE 0-99 Acres I inch= 50 feet 100-499 Acres l inch= 100 feet 500+ Acres 1 inch=200 feet -4- APPLICATION FOR A MINING PERMIT i A table/chart must be provided on the mine map that clearly lists the approximate acreage of tailings/sediment ponds, stockpiles, wastepiles, processing area/haul roads, mine excavation and any other major aspect of the mining operation that is proposed to be affected/disturbed during the life of the mining permit. A table/chart similar to the following will be acceptable: CATEGORY AFFECTED ACREAGE Tailings/Sediment Ponds 2.82 Stockpiles 3.28 Wastepiles 1.0 Processing Area/Haul Roads 47.8 Mine Excavation 55 Other * see explanation next page • NOTE: IN ADDITION TO THE ABOVE, THE MAPS MUST ALSO INCLUDE ANY SITE- PECIFIC INFORMATION THAT IS PROVIDED IN THE ANSWERS TO THE FOLLOWING QUESTIONS IN THIS APPLICATION FORM (PLEASE ' NOTE THE ITALICIZED QUESTIONS/STATEMENTS THROUGHOUT THE FORM). THIS APPLICATION WILL NOT BE CONSIDERED COMPLETE WITHOUT ALL RELEVANT ITEMS BEING ADEQUATELY ADDRESSED ON THE MINE MAPS. • -5- DESCRIPTION OF PERMITTED AREA • Description Existing Permit Renewal Total Sediment Ponds 2.82 2.82 Stockpiles 0.5 2.78 3.28 Wastepiles 1.0 1.0 Plant/Haul Roads 43.23 4.6 (roads) 47.8 Excavation 10.0 45 55 TOTAL 1 54.73 1 55.2 109.9 * If reclamation approved to retain plant sites, acreage could be reduced. 5-A APPLICATION FOR A MINING PERMIT C. PROTECTION OF NATURAL RESOURCES 1. a. Will the operation involve washing the material mined, recycling process water, or other waste water handling? Yes No X . If yes, briefly describe all such processes including any chemicals to be used. b. WiIl the operation involve discharging fresh or waste water from the mine or plant? Yes X No . If yes, briefly describe the nature of the discharge and locate all proposed discharge points (along with their method of stabilization) on your mine map(s). Once the mine excavation progresses below surrounding grade, water will be pumped to sediment ponds. c. Will any part of the proposed mine excavation(s) extend below the water table? Yes X No . If yes, do you intend to dewater the excavation(s)? Yes X No If yes, what impact, if any, will mine dewatering have on neighboring wells? Locate all existing wells on the mine map(s) that lie within 500 feet of the proposed excavation area. Provide data to support any conclusions or statements made. Indicate whether the proposed mine locale is served by a public water system or private wells. No known wells within 500' of active pit area. Public water system is available. d. If the mine will extend below, the water table, what is the pre-mining depth (in feet) to the seasonal high and low ground water tables? High ft. Low ft. What is the source of this information? Groundwater is expected to be at approximately the elevations of the surrounding streams. e. If you answered yes to any of the above questions, provide evidence that you have applied for or obtained the appropriate water quality permit(s) (i.e., non-discharge, NPDES, etc.) from the Division of Water Quality, Water Quality Section. Permit to be applied for. -6- APPLICATION FOR A MINING PERMIT 2. a. Will the operation involve crushing or any other air contaminant emissions? Yes X No . If yes, indicate evidence that you have applied for or obtained an air quality permit issued by the Division of Air Quality or local governing body. Air permit previously granted. b. How will dust from stockpiles, haul roads, etc., be controlled? Dust from roads and stockpiles will be watered with the company water truck. 3. Describe in detail the chronological sequence of land disturbing activities and reference the sequence to the mine map(s). Attach additional sheets as needed. Mining area nomenclature (ie M-2) does not correspond to mining sequence.. AREA M-1 (previously permitted) Mining will continue in this area until the clay is mined to the approved depth. AREA M-3 After mining is concluded in M-1, the mining operation will proceed to area shown on Exhibit As M-3. Haul roads will first be constructed to the area. Erosion control measures will be installed. Mining will start, after topsoil removal, in the northern most portion of M-3, progressing south after the northern area is mined out. Mining will continue until the maximum depth (elev. ) is obtained. AREA M-4 Ater mining is concluded in M-3, mining will progress to area M-4 in the southern portion of permit area. Again, haul roads will be constructed in conjunction with the sediment and erosion control devices. Mining will be conducted here much the same way as was conducted in M-3 progreesing to an elevation of AREA M-6 After mining is concluded in M-4, mining will progress to area M-6 in the western portion of the permit area. Haul roads will be constructed in conjunction with the move to mining area M-6. As well as the erosion and sediment control devices. Topsoil will be removed and stockpiled or distributed on a graded area. AREA M-5 After mining concludes in area M-6, mining will progress to area M-5. Again, haul roads will be . constructed as well as the necessary erosion control structures for the initial mining in this area. -7- Topsoil will be removed prior to initiation of the mining. 4. Describe specific erosion control measures to be installed prior to land disturbing activities and during mining to prevent offsite sedimentation (include specific plans for sediment and erosion control for mine excavation(s), waste piles, access/mine roads and process areas), and give a detailed sequence of installation and schedule for maintenance of the measures. Locate and label all sediment and erosion control measures on the mine maps) and provide typical cross- sections/construction details of each measure. Engineering designs and calculations shall be required when needed to justify the adequacy of any proposed measures. AREA M-3 Install Pond 6-A on the western side of M-3 and also install Check Dam and Temporary Sediment Trap on the northern most portion of M-3. Before mining in the southern half of M-3 install Pond M3-SBI and associated ditches. Prior to mining below grade in the northern half, install M3-SB2. • AREA M-4 Prior to mining in AREA M-4, install ponds M4-SB1 and M4-SB2. These basins will serve both the initial mining operations and the final operations once mining progresses below grade. AREA M-6 Prior to mining in M-6 install temporary sediment trap M6-TB1. This will serve as treatment for runoff from the northern most part of the mining area. Also install M6-SBI. This will serve the entire site once mining progresses below natural grade. AREA M-5 Prior to mining operations in area M-5, install sediment pond M5-SBI and sediment pond M5- SB2. These two ponds will serve the entire mining operation over the life of the mine. Also, a rock check dam must be installed -8- APPLICATION FOR A MINING PERMIT 5. a. How wide a buffer will be maintained between any mining activity and any adjoining permit boundary or right-of-way? Buffers must be located within the permit boundaries. Buffers along permit boundaries must be, at a minimum, unexcavated buffers. Show all buffer locations and widths on the mine map(s). A 50' buffer will be maintained. b. How wide a buffer will be maintained between any land disturbing activities within the permit boundaries and any natural watercourses and wetlands? Buffers along natural watercourses and wetlands must be undisturbed. Show all buffer locations and widths on the mine map(s). A 50' buffer will be maintained between any land disturbing activity and natural water course. ® 6. a. Describe methods to prevent landslide or slope instability adjacent to adjoining permit boundaries during mining. Slopes will generally be 2:I or flatter. Most slopes will be 3:1. b. Describe other methods to be taken during mining to prevent physical hazard to any neighboring dwelling house, public road, public, commercial or industrial building from any mine excavation. Locate all such structures on the mine map if they are within 300 feet of any proposed excavation. There are no structures within 300'of any excavation. I APPLICATION FOR A MINING PERMIT c. Describe what kind of barricade will be used to prevent inadvertent public access along any high wall area and when it will be implemented. Vegetated earthen berms, appropriate fencing and adequate boulder barriers may be acceptable high wall barricades. A construction detail/cross- i section and location of each type of barricade to be used must be indicated on the mine map(s). -9- Public is not permitted on mine site. There will not be any high walls. d. Provide a cross-section on the mine maps) for all fill slopes (berms, wastepiles, overburden disposal areas, etc.), clearly indicating the intended side slope gradient, installation of any benches andlor slope drains (with supporting design information) if needed, and the method of final stabilization. Fill slopes are not anticipated in this operation. e. In excavations) of unconsolidated (non-rock) materials, specify the angle of all cut slopes including specifications for benching and sloping.• Cross-sections for all cut slopes must be provided on the mine map(s). All slopes will be 2:1 or flatter. • f. In hardrock excavations, specify proposed bench widths and heights in feet. Provide cross- sections of the mine excavation clearly noting the angles of the cut slopes, widths of all safety benches and mine benches, and the expected maximum depth of the excavation. No hardrock will be mined. 7. Are acid producing minerals or soils present? Yes No X How will acid water pollution from the excavation, stockpiles and waste areas be controlled? -10- APPLICATION FOR A MINING PERMIT 8. Describe specific plans (including a schedule of implementation) for screening the operation from public view such as maintaining or planting trees, bushes or other vegetation, building berms or other measures. Show the location of all visual screening on the mine map(s) and provide cross-sections through all proposed berms or proposed spacings, sizes and species for tree plantings. The area is heavily treed. Visual berms will only be required adjacent to any public roads where trees are insufficient to shield mining area. 9. Will explosives be used? Yes X No If yes, specify the types of explosive(s) and describe what precaution(s) will be used to prevent physical hazard to persons or neighboring property from flying rocks or excessive air blasts or ground vibrations. Locate the nearest offsite occupied structures) to the proposed excavation(s) on the mine map and indicate its approximate distance to the proposed excavation. Ammonium nitrate and fuel oil (ANFO) may be used on occasion to break some layers of the harder materials. Most of the time the clay is soft enough to be ripped with a dozer. The nearest offsite occupied structure would be the sawmill operation which is north of the mine site. Approximate distance is 2000 ft. 10. Will fuel tanks, solvents, or other chemical reagents be stored on-site? Yes X No If yes, . describe these materials, how they will be stored and method of containment in case of spill. Indicate the location(s) of all storage facilities on the mine map(s). Fuel is stored on site. Permitted under initial mine permit All areas have containment. 1 1. Are any processing waste, overburden or other such mine wastes to be disposed of off-site? Yes No X . If yes, describe in detail what these wastes are and how they will be disposed. Attach a separate site maps) showing the location(s) of the disposal area(s). Include all specifications for erosion and sediment control. • -7.1- APPLICATION FOR A MINING PERMIT OD. RECLAMATION PLAN l. Describe your intended plan for the final reclamation and subsequent use of all affected lands and indicate the general methods to be used in reclaiming this land. This information must be illustrated on a reclamation map and must correspond directly with the information provided on the mine map(a). The final reclamation will to lakes or ponds for wildlife habitat. Side slope down to the water line will be revegetated. Species used in reclamation will be oriented towards wildlife habitat. 2. a. Is an excavated or impounded body of water to be left as a part of the reclamation? Yes X No . If yes, illustrate the location of the body(s) of water on the reclamation map and provide a scaled cross-section(s) through the proposed body(s) of water. The minimum o average water depth must be at least 4 feet unless information is provided to indicate that a more shallow water body will be productive and beneficial at this site. Will the body(s) of water be stocked with fish? Yes X No . If yes, specify species. Fish species will be stocked after consultation with the N.C. Wildlife Commission. b. Describe provisions for prevention of noxious, odious or foul water collecting or remaining in mined areas. Provide details and locations-of any permanent water outlets on the reclamation map. All mined areas will contain controlled spillways to allow the water to flow into the downstream drainages. s -12- t •APPLICATION FOR A MINING PERMIT 3. Describe provisions for safety to persons and to adjoining property in all completed excavations in rock including what kind of permanent barricade will be left. Construction details and locations of all permanent barricades must be shown on the reclamation map. There are no rock excavations. 4. Indicate the method(s) of reclamation of overburden, refuse, spoil banks or other such on-site mine waste areas, including specifications for benching and sloping. Final cross-sections and locations for such areas must be provided on the reclamation map. Overburden piles will be spread, topsoiled and seeded. No mine waste will be left on site. 5. a. Describe reclamation of processing facilities stockpile areas and on-site roadways. P g � P � Y The plant sites will remain intact and sold far use as warehouses or manufacturing plants. Stockpile areas will be graded, topsoiled and seeded. On-site roadways will be scarified, topsoiled and seeded. b. Will any on-site roadways be left as part of the reclamation? Yes_ No X . If yes, identify such roadways on the reclamation map and provide details on permanent ditch line stabilization. Only the plant entrance roads. -13- APPLICATION FOR A MINING PERMIT b. Describe the method of reclamation of settling ponds and/or sediment control basins. The ponds, when no longer needed, will be graded, topsoiled and seeded. 7. Describe the method of control of contaminants and disposal of scrap metal, junk machinery, cables, or other such waste products of mining. (Note "definition of refuse in The Mining Act of 1971). No off-site generated waste shall be disposed of on the mine site without Pdor written approval from the NC Department of Environment and Natural Resources, Land Quality Section and either the Division of Waste Management (DVL'M) or local governing body. If a disposal permit has been issued by DWM for the site, a copy of said permit must be attached to this application. All temporary and permanent refuse disposal areas must be clearly delineated on the mine map(s) and reclamation map, along with a list of items to be disposed in said areas. All scropmetal, junk machinery, cables and other such waste will be hauled from the mine site and properly disposed. 8. Indicate the method of restoration or establishment of any permanent drainage channels to a condition minimizing erosion, siltation and other pollution. Provide design information, including ® typical cross-sections, of any permanent channels to be constructed as part of the reclamation plan. Indicate the locations) of all permanent channels on the reclamation map. There are no plans at present to rechannelize existing drainage channels. 9. Provide a schedule of reclamation that indicates the sequence of reclamation and approximate time frame. If reclamation is to be accomplished concurrently with mining, then clearly indicate on the mine map(s) and reclamation map each segment that is to be mined and reclaimed during each year of the permit. Add drawings showing typical cross-sections and final features of the proposed reclamation. In this type of mining scenario, the only reclamation that can be performed concurrently with the mining operation is the seeding of the side slopes. The majority of the mined area will be left as lakes. • -14- PPLICATION FOR A MINING PERMIT 10, Describe your plan for revegetation or other surface treatment of the affected areas. This plan must include recommendations for year-round seeding, including the time of seeding and the amount and type of seed, fertilizer, lime and mulch per acre. The recommendations must include general seeding instructions for permanent revegetation and, if necessary, temporary revegetation. Revegetation utilizing only tree plantings is not acceptable. NOTE: The Revegetation Plan must be approved and signed by one of the following: a. Authorized representatives of the local Soil and Water Conservation District; b. Authorized representatives of the Division of Forest Resources, Department of Environment and Natural Resources; c. Authorized county representatives of the North Carolina Cooperative Extension Service, specialists and research faculty with the Colleges of Agriculture and Life Sciences and Forest Resources at North Carolina State University; d. North Carolina licensed landscape architects; e. Private consulting foresters referred by the Division of Forest Resources, Department of Environment and Natural Resources; I. Others as may be approved by the Department. LIME - RATE OF APPLICATION (tons/acre): See Erosion Control Detail Sheet 12 FERTILIZER - ANALYSIS AND RATE OF APPLICATION (pounds/acre): See Erosion Control Detail Sheet 12 SEED - TYPE(S) AND RATE(S) OF APPLICATION INCLUDING YEAR-ROUND SEEDING ® SCHEDULE (pounds/acre): [NOTE: Include Legumes) Seed Types: Seeding Dates: Seeding Rates: See Erosion Control Detail Sheet 12 MULCH - TYPE AND RATE OF APPLICATION (pounds/acre) AND METHOD OF ANCHORING: See Erosion Control Detail Sheet 12 OTHER VEGETATIVE COVERS - TYPE(S) AND RATE(S) OF APPLICATION INCLUDING SEEDING SCHEDULE (pounds/acre, trees/acre, spacing of trees/shrubs, etc): See Erosion Control Detail Sheet 12 Revege i n approved by: Sign r Date d rJ Print Name L. Ci� Title- .t� N,......n.y Agency cKIWI CA :Q1N CAfly -15- is o C' APPLICATION FOR A MINING PERMIT •E. DETERMINATION OF AFFECTED ACREAGE AND BOND The following bond calculation worksheet is to be used to establish an appropriate bond (based upon a range of S50010 $5,000 per affected acre)for each permitted mine site based upon the acreage approved by the Department to be affected during the life of the mining permit. Please insert the approximate acreage for each aspect of the mining operation, that you intend to alject durin '—o7this mtmgp permit m a ition, please insert t e appropriale reclamation cos! acre jor each category from the$c e u e at Reclamation Costs provided with this applicationform): AFFECTED RECLAMATION RECLAMATION CATEGORY ACREAGE COST/ACRE COST Tailings/Sediment Ponds 2.82 Ac. X $ 2,500 /Ac. = $ 7.050 Stockpiles 3.28 Ac. X $ 2,500 /Ac. = $ 8,200 Wastepiles 1.0 Ac. X $ - 5,000 /Ac. = $ 5,000 Processing Area/Haul Roads 47.8 Ac. X $ 5,000 /Ac. = $ 239,000 Mine Excavation 30.0(FI) Ac. X $ 2500 /Ac. = $ 75,000 Other 25.0(L) Ac. X $ 1,000 /Ac. = $ 25,000 TOTAL AFFECTED AC.: 109.9 Ac. IsTemporary & Permanent Sedimentation & Erosion Control Measures: Divide the TOTAL AFFECTED AC. above into the following two categories: a) affected acres that drain into proposed/existing excavation and/or b) affected acres that will be graded for positive drainage, measures will be needed to prevent offsite sediment. a) Internal Drainage 25.0 Ac. b) Positive Drainage 84.9 Ac. X $ 1500 /Ac. _ $ 1275350 SUBTOTAL COST: $ 486,600 Inflation Factor: 0.02 X SUBTOTAL COST: $ 486,600 X Permit Life (1 to 10 years): 97,320 INFLATION COST: $ 97,320 TOTAL COST = SUBTOTAL COST + INFLATION COST = $ TOTAL RECLAMATION BOND COST: _ $ 583,900 (round down to the nearest 100.00) • -16- APPLICATION FOR A MINING PERMIT �. NOTIFICATION OF ADJOINING LANDOWNERS The "Notice" form, or a facsimile thereof, attached to this application must be sent certified or registered mail to all landowners who are adjoining (contiguous to) the permit boundaries as indicated on the mine map(s). The only exception to the above is if another means of notice is approved in advance by the Director, Division of Land Resources. A copy of a tax map (or other alternative acceptable to the Department) must be mailed with the completed "Notice form (the proposed overall permit boundaries and the names and locations of all owners of record of land adjoining said boundaries must be clearly denoted on the tax map), The "Affidavit of Notification" attached to this application must be completed, notarized and submitted to the Department, with the remainder of the completed application form, before the application will be considered complete. NOTE: THIS SECTION MUST BE COMPLETED FOR ALL APPLICATIONS FOR NEW MINING PERMITS AND FOR PERMIT MODIFICATIONS THAT ADD ADJACENT LAND TO A MINING PERMIT. This application does not add adjacent land. All proposed mining is within current permit boundary. ■ SEE THE NEXT TWO PAGES FOR THE "NOTICE" FORM AND THE "AFFIDAVIT OF NOTIFICATION" -17- Or/.I V � 1400 EROSION AND SEDIMENT CONTROL PLAN FOR TRIANGLE BRICK COMPANY MERRY-OAKS MINE NO. 1 PERMIT RENEWAL CHATHAM COUNTY, N.C. 10 By: McKim and Creed Engineers, P.A. Project No. 0757-0015 DUNE 2000 Revised OCTOBER 2000 TRIANGLE BRICK-- MERRY OAKS CHATHAM COUNTY, N.C. INDEX A. PROJECT DESCRIPTION...................................................................................................1 B. SITE DESCRIPTION............................................................................................................1 C. SOILS ................................................................................ ..2 D. GENERAL PROCEDURES AND BASIS OF DESIGN.....................................................2 Design Assumptions/Standards.................................................................................................4 1. Diversion Ditches..............................................................................................................5 2. Culverts.............................................................................................................................6 3. Outlet Protection...............................................................................................................8 0 4. Sedimentation Basins......................................................................................................IO 5. Sedimentation Pond Design............................................................................................12 6 Seeding.............................................................................................................................14 0 E. CONSTRUCTION SCHEDULE ......................................................................................•-18 F. MAINTENANCE GUIDELINES FOR EROSION AND SEDIMENT CONTROLMEASURES ....................................................................................................19 1. Ditches .........................................................................................•-----19 2. Culverts...........................................................................................................................20 3. Outlet Protection.............................................................................................................20 4. Silt Fencing.......................................................................................•----.........................20 5. Sediment Basins Traps....................................................................................................20 APPENDICES Appendix A Culvert Design and Hydrology • Appendix B Pond Design and Hydrology Appendix C Typical Ditch Design and Hydrology Appendix D Outlet Protection Calculations TABLES Table 2-1 Culvert Design................................................ .....7 ........................................ Table 3-1 Outlet Protection............................................................................. ...9 Table 4-1 Runoff Curve Numbers..............................................................................11 Table 4-2 Runoff Curve Numbers for Hydrologic Soil-Cover Complexes ...............11 Table 5-1 Sediment Pond and Sediment Trap Design ...............................................13 TRIANGLE BRICK COMPANY • MERRY OAKS MINE NO. 1 PERMIT RENEWAL SEDIMENT AND EROSION CONTROL PLAN A. PROJECT DESCRIPTION The permit renewal process and modification requires the submittal of a sediment and erosion control permit application for Merry Oaks Mine No. 1. The project will entail the mining of four previously unpermitted mining areas (all of which were included within the original mine permit boundary). The site was originally permitted in 1990. Area M-1 was the only area mined. Mining is still taking place in area M-1. Mining will then proceed to M-3, M-4, M-6 and M-5. M-2 will not be mined in this application. Triangle Brick Company proposes to mine these new areas below the existing (surrounding) grade and therefore after mining is complete in each "pit" area, the area will remain as a lake(s). B. SITE DESCRIPTION The site is bounded on three sides by roads and on one side by a high tension power line. The site is physically located near the intersection of Highway U.S. 1 and SR 1011. The property slopes from east to west. Elevation ranges from 270 feet above M.S.L. on the east side to 200'feet above M.S.L. near the center of the property. 40 QA0757100MErosion Control Plan-Final- 10-02-OO.doc 1 A large drainage traverses the property from north to south with intermittent drainages entering from the side. The water table is generally about 25 feet deep to less than 5 feet as you near the drainages. C. SOILS The soils in the project area have been mapped mainly as White Store. These soils are listed as fine, sandy loam. The White Store map unit consists of gently sloping soils. White Store soils are very deep and moderately well drained. They formed in residuum from the fine-grained Triassic material. They have a loamy surface layer and clayey subsoil. Permeability is very slow and shrink-swell potential is very high. Seasonal water table is within one to two feet of the surface in some areas. Their Suse for lawns and landscaping is Iisted as moderate due to wetness. The amount of soil on site to be used as topsoil may be minimal due to the amount of clay in the soil. Vegetation establishment may be difficult due to the amount of clay also. Care will be taken to scarify the soil, install temporary measures, and hydro seed on steep slopes. D. GENERAL PROCEDURES AND BASIS OF DESIGN The purpose of this plan is threefold: 1.) to describe, in general, the temporary and permanent erosion and sediment control measures, which will be implemented during and after mining; 2) to provide the detailed design calculations for the erosion and sediment control provisions to be constructed; ® 3) to present the general maintenance guidelines for the erosion control measures. QA07 5 7100 1 51Erosion Control Plan-Final- 10-02-OO.doc 2 ® In accordance with the provision set forth in the North Carolina Mining Permit Application, the erosion and sediment control plan has been designed to handle the 25- year, 24-hour precipitation event. Temporary erosion control measures to be used at the mine include the construction of ditches, berms, and siltation structures. Permanent measures include the retention of the bodies of water that will occupy much of the area after mining. The sediment and erosion control measures described in this section and the design methods used are in accordance with the North Carolina Erosion and Sediment Control Planning and Design Manual (December 1993 Revision) (NCESCM) developed in a cooperative effort between the North Carolina Sedimentation Control Commission, NCDEHNR, and North Carolina Agricultural Extension Service. Stormwater flow volumes were estimated using SEDCAD+ Version 4 computer program (developed by the University of Kentucky, Agricultural Engineering Department). This program uses the Soil Conservation Service (SCS) method for estimating stormwater volume generation. Input data to the model included drainage area, flow path characteristics, rainfall depth, SCS storm type and SCS Curve Number applicable to flow path. Drainage areas were estimated using AutoCad. The following information includes a brief discussion regarding the purpose, location, and design basis for each of the erosion and sediment control measures to be implemented at the Triangle Brick - Merry Oaks Mine. Design calculations are provided at the end of this Sediment and Erosion Control Plan. Please refer to maps Q:10757100151Erosion Control Plan-Final- 10-02-OO.doc 3 referred to as Sediment and Erosion Control Plans and Sediment and Erosion Control Plans as well as Miscellaneous Details when reviewing this Plan. DESIGN ASSUMPTIONS/STANDARDS Storm Frequency and Duration: 25yr.-24br. Rainfall Depth: 6.3 inches (7.7 in. 100 yr.) Storm Type: SCS Type II Channel Design : Based on velocities per SEDCAD+ program and backed up by those listed in Design Hydrology and Sedimentology for Small Catchments. Shear Stress: Liner Allowable Stress • Jute Net wlstraw 1.45 Class A riprap 2.5 Class B riprap 3.8 Mannings "n" Roughness Coefficient*: Liner Depth of Water 0-0.5 ft. 0.5-1.0 ft 1.0-2.0 ft Class A riprap 0.106 0.054 0.044 Class B riprap 0.215 0.068 0.062 *Other Roughness Coefficients are as listed in the various designed. • Q:10757100151Erosion Control Plan-Final- 10-02.00.doc 4 1. Diversion Ditches STriangular ditches will be constructed adjacent to the haul roads as shown on the Sediment and Erosion Control Plan Detail Sheet. This will allow the runoff to be channeled to a sediment structure or culvert and then a sediment basin. The ditches on the interior of the road will only be necessary when the topography slopes towards the road, at the initial stages of mining. Once the pit is excavated below ground level these ditches will no longer be needed All the channels were designed using the SEDCAD+ and Version 4 computer program. These ditches will mainly transport runoff during the initial phases of the mining. Once the pit gets below natural grade most of the ditches will no longer be needed because the runoff will naturally flow towards the bottom of the pit. Small triangular ditches will also be constructed at the base of topsoil stockpiles. These will help retain the resource as well as channel drainage to sediment ponds. The stockpiles and ditches will be seeded upon completion. Q:I0757100151Erosion Control Plan-Final- 1"2-Wdoc 5 2, Culverts Culverts were designed using the SEDCAD+ computer program. The headwater to culvert height ratio (HWIH) was maintained at a maximum of 1..5. All culverts were designed under inlet control conditions due to the fact that constrictions and/or flooding does not appear to be problem. Although the culverts were designed as reinforced concrete pipes, other types of pipes can be used especially in areas that will only require drainage structures for a short time. Table 2-1 shows the culvert design information. QM75710015Trosion Control Plan-Final- 10-02-M.doc 6 TABLE 2-1 CULVERT DESIGN No. Diameter Length Slope Allowable Inlet Outlet Q25 Structure ID Type Headwater Required [inches] [feet] [percent] [feet] Elevation Elevation -[cfs] HRl 1 36 RCP 55 4.6 3.5 247.0 245.5 36.1 HR2 1 IS RCP 40 8.1 1.5 266.25 253.0 4.5 HR3 1 is RCP 36 9.0 1.5 265.0 261.75 5.7 HR4 1 18 RCP 45 8.9 2.0 236.0 232.0 7.4 14115 2 42 RCP 80 1.9 4.0 227.0 225.0 117.0 HR6 1 24 RCP 40 5.0 3.0 230.0 228.0 16.3 HR7 1 18 RCP 40 10.0 2.0 247.0 243.0 7.0 RCP = Reinforced Concrete Pipe CPP = Corrugated Plastic Pipe SPP = Smooth Plastic Pipe Q:10757\lglSfEnwivn Cvvvoi Rev-Fwel- 10 01-0O.dx 7 3. Outlet Protection Outlet protection will prevent erosion of the areas immediate) P P Y downstream of discharge from culverts and ditches. Inlet and outlet protection has been designed in accordance with Design of Riprap Outlet Protection procedures presented in the NCESCM. Outlet protection dimensions are shown on the Miscellaneous Detail sheet. Table 4-1 lists the outlet protection dimensions. s Q:10757100151Erosion Control Plan-Final- 10-02-00.doc 8 TABLE 3-1 OUTLET PROTECTION La Do d(50) W 3Do d(max) Apron Outlet ID [feet] [feet] [feet] [feet] [feet] [feet] thickness Rip rap class [feet] M3-SB 1 20 3 0.6 23 9 0.9 1.35- CIass I M3-SB2 11.5 2� 0.4 13.5 6 0.6 0.9 Class I M4-SB 1 58 2 0.8 25.2 6 1.2 1.8 Class I M4-SB2 11.5 2 0.4 13.5 6 0.6 0.9 Class I M5-SB 1 20 3 0.7 23 9 1.05 1.58 Class I M5-SB2 11.5 2 0.4 13.5 6 0.6 0.9 Class I M6=SB1 22 2 1 24 6 1.5 2.25 Class I HR1 20 3 0.6 23 9 0.9 1.35 Class I HR2 9.5 21.5 0.3 11 4.5 0.45 0.68 Class I HR3 9.5 21.5 0.3 11 4.5 0.45 0.68 Class I HR4 9.5 21.5 0.3 11 4.5 0.45 0.68 Class I HR5 11.5 2 0.4 13.5 6 0.6 0.9 Class I HR6 9.5 21.5 0.3 11 4.5 0.45 0.68 Class I -HR7 9.5 21.5 0.3 11 4.5 0.45 0.68 Class I Q:N0757\0015\Erosion Control Plan-Final-10-02-OO.doc 9 4. Sedimentation Basins There will be sediment basins constructed in conjunction with this permit renewal. All basins have been designed with the same concept in mind: to treat the runoff from the entire drainage area above the pond. Where practical, undisturbed drainage will be diverted around the pond so as not to treat more runoff than necessary. All basins will have a combination of two spillways, a principal and emergency. All spillways were designed with the SEDCAD} program. Curve numbers used in these design calculations were very conservative. The disturbed area curve numbers that were used were as if the 25yr.-24hr. storm event would occur prior to vegetation becoming established on the disturbed areas. Appendix C gives the hydrology. Design Analysis General: Sedimentation ponds were designed to meet the requirements of the North Carolina Sediment Control Law. Precipitation Event: The ponds were designed to safely pass the runoff from the 25- year, 24-hour precipitation event. Area: The drainage area for each pond was determined by measuring the area with AutoCad. Curve Numbers: The following curve numbers were used in determining the surface water runoff: Q:1075710OMErosion Control Plan-Final- 10-02-OO.doc 10 TABLE 4-1 RUNOFF CURVE NUMBERS (CN's) Description Hydrologic Soil Group A B C D Newly Graded Areas (no veg) 81 89 93 95 Pavement 98 98 98 98 TABLE 4-2 RUNOFF CURVE NUMBERS FOR HYDROLOGIC SOIL-COVER COMPLEXES Cover Land Use Treatment Hydrologic Hydrologic Soil Group Condition A B C D Meadows Good 30 58 71 78 Woods Goad 25 55 70 77 Roads 74 84 90 92 Time of Concentration: SEDCAD' uses the SCS Upland Curve Method for calculating the time of concentration. The flow time is estimated by summing the flow time for overland flow and channel flow. Flow time is a function of land use, length of travel, and slope. These are then translated into flow velocities using the SCS Upland Curves and channel flow velocities. The following further describes these basins: • Q.t0757100151Emsian Conuvl Plan-Final-l0irL-0O.dac II 5. Sediment Pond Design ® All sediment ponds were generally designed the same way. Each was sized to treat the sediment based on the equation of 1,800 cu. ft. per acre of drainage area. All pond calculations are given in Appendix B. A summary of those ponds is Iisted below. • Q\0757WOMErosion Control Plan-Final- 10-02-00-doc 12 TABLE 5-1 SEDIMENT POND AND SEDIlUENT TRAP DESIGN Structure Drainage Storage Storage Principal Riser Barrel Barrel Barrel Barrel Barrel Emergency Emergency Maximum ID area volume volume spillway diameter diameter inlet outlet length slope spillway spillway water [acres] required provided elevation [inches] [inches] elevation elevation [feet] [percent] elevation length surface [cubic [cubic [feet] elevation feet] feet] M3-SB 1 24.5 44,100 57,000 227.0 36 24 222.0 219.0 70.0 4.3 228.0 20.0 229.60 M3-SB2 4.6 8,275 14,200 231.0 24 18 228.0 222.0 80.0 7.5 232.0 20.0 232.43 M3-SB3 8.3 14,950 18,250 230.0 36 24 225.0 224.5 55 0.91 231.0 20 231.19 M3-TB 1 3.0 5,475 9,000 --- --- --- --- --- --- --- 232.0 20.0 232.56 M4-SB1 -16.3 29,420 33,800 219.0 24 18 212.0 211.8 80.0 0.3 220.0 20.0 221.38 M4-SB2 7.1 12,770 15,900 225.0 24 18 222.0 220.0 50.0 4.0 226.0 20.0 226.71 M4-TB 1 3.4 6,100 9,975 --- --- --- --- --- --- --- 235.0 20 231.19 M5-SB 1 21.7 39,000 39,200 225.0 36 24 222.0 221.0 50.0 2.0 226.0 30.0 227.44 M5-SB2 4.3 7,660 10,150 23 LO 24 18 228.0 226.0 60.0 3.3 232.0 20.0 232.24 M6-SB 1 14.0 25,225 65,340 219.0 36 24 216.0 212.0 90.0 4.4 220.0 20.0 221.12 M6-TB 1 2.9 5,170 7,000 --- --- --- --- --- --- --- 221.0 20.0 221.55 R-TB 1 0.8 1,450 3,500 --- --- --- --- --- --- --- 225.5 8.0 226.04 R-T132 2.7 4,875 8,675 --- --- --- --- --- --- --- 254.5 10.0 255.31 Q:1075710015Trosion Control Plan-From]- 10-02-0O.doc 13 • 6. Seedin 1; All areas that are disturbed by either the construction or grading operations will be seeded with the approved seed mix as listed on Miscellaneous Details Sheet. E. CONSTRUCTION SCHEDULE 1. Obtain plan approval and other permits as required. 2. Flag any buffer areas as needed. 3. Hold preconstruction conference. 4. Clear and grub areas for installation of erosion control structures. 5. Install sediment ponds as needed for the building construction. S6. Install diversion ditches as needed to route runoff to these ponds. 7. Seed ditches and then cover with fiberglass roving/asphaltic spray. 8. Install culverts as needed. 9. Install outlet protection. 10. Complete site clearing for building related structures. 11. Grade site to proper elevations. 12. Seed disturbed areas that are not subject to further disturbance with Seed Mixes as shown on Misc. Detail Sheets. 13. Construct buildings, roads and associated structures. 14. Channel runoff from buildings through proper conduits (as shown) to receiving channels. 15. . Clear and grub areas for siltation structures in mining area QA07 57100 1 51Erosion Control Plan-Final- 10-02-OO.doc 14 16. Install sediment ponds in the mining area. 17. Construct roads as needed for transportation of material to the crusher. 18. Seed the graded areas with Seed Mixes as shown on Misc. Detail Sheets. 19. Continue this sequence for all mining disturbance areas. F. MAINTENANCE GUIDELINES FOR EROSION AND SEDIMENT CONTROL MEASURES The following procedures will be implemented to ensure continual satisfactory performance of the erosion and sediment control measures described above. 1. Ditches During the establishment period of the grass-lined ditches, the ditches will be inspected after every heavy rainfall. Once_the grass is established, the ® ditches will then be inspected periodically and especially after heavy rainfall. Repairs to the ditches will be made as needed and accumulated sediment will be removed. 2. Culverts Culverts should be inspected periodically and after heavy rainfall to ensure that'they have not become blocked by sediment, weeds, trash etc. 3. Outlet Protection Riprap outlet structures will be inspected after heavy rains. Any erosion observed around or below the riprap or dislodged stones will be repaired immediately. • Q:\0757\0015\1Erosion Control Plan-Final-10-02-OO.doc 15 4. Silt Fenein� Silt fences will be inspected periodically and re aired as necessary. Any torn, collapsed, and/or decomposed fences will be replaced. Accumulated sediment will be removed periodically so as to maintain the sediment capturing capacity of the fence. 5. Sediment Basins Sediment basins will be inspected after heavy rainfall and when the sediment has accumulated to one-half the sediment volume, the sediment will be removed to restore the basin to its original dimensions. Spillways will be inspected to ensure proper performance and to make sure that none of the riprap has been dislodged. Any necessary repairs will be made immediately. On-site erosion control techniques will include disturbing land only on an as-needed basis, seeding/mulching disturbed areas as soon as it is practical to do so, use of temporary erosion control measures such as hay bales, silt fences, etc. until permanent measures may be implemented, and installation of outlet protection devices, as necessary. Q:\0757\0015NErosion Control Plan-Final- 10-02-OO.doc 16 APPENDIX A CULVERT DESIGN AND HYDROLOGY SEDCAD 4 for Windows Cop 199E Pamela J,Schwab c"iopy Software Design • Triangle Brick, `rY oaks Culvert HR1 Filename:Culvert HR1.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr- 24 hr Rainfall Depth: 6.300 inches i i Filename:Culvert HR1.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Cornrlghl lags Pamela J.S hwaE Cml SoNare Design 3 Structure Networking; Type 9tru (Flaws Stru Musk. K Musk.% Description # into) # (hrs) Culvert #1 =_> End 0.000 0.000 CuWert HR1 AI Cuvert Filename:Culven HRl.sPs Printed 0629-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 MMCture Summa ry: Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (CFs) (ac-ft) #1 8.480 8.480 35.10 3.24 r Filename: Culvert HR1.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 ® Structure Detail: Structure #1 (Culverts Culvert HR1 Culvert Inputs: Max. Tailwater Entrance Length (ft) Slope(%) Manning's n Headwater Loss,Coef. (ft) (ft) .(Ke) 55.00 2.70 0.0130 3.50 0.00 0.90 Culvert Results: Design Discharge = 36.10 cfs Minimum pipe diameter: 1 - 36 inch pipe(s) required Filename:Culvert HR1.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Sub watershed Hydrology Detail; Musk K Curve Time of Peak Runoff Stru SWS 5W5 Area Conc Musk X UHS Discharge Volume # # (ac) (hrs) (hrs) Number (cfs) (ac-ft) #1 1 8.480 0.167 0.000 0.000 85.000 TR55 36.10 3.241 E 8.480 36.10 3.241 • Filename:Culvert HR1.sc4 Printed 08-29-2000 SEDGAD 4 for Windows Copyright 199B Pamela J.Schwab Civil Software Design a Triangle Brick _Merry Oaks Culvert HR2 • a Filename: Culvert HR2.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches • Filename:Culvert HR2.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Commigh11998 Pamela J. khwad C'wu sw me n mgn 3 Structure Networking: Type SW (Flows Into) - SW' Mnsk. K Musk.X De8Cn00gn x x (hrs> Culvert #1 ==> End 0.000 0.000 Culvert HN2 R'2 Nlvert • Filename: Culver)HR2. r Printed 0E-2g 2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary. Immediate Total Peak Total Contributing Contributing Discharge Runoff . Area Area Volume (ac) (ac) (cfs) (ac-ft) #1 1.050 1.050 4.47 0.40 Filename:Culvert HR2.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 • Structure Detail.- Structure #.I Culvert Culvert HR2 Culvert Inputs: Max. Tallwater Entrance Length(ft) Slope(%) Manning's n Headwater Loss Coef. (ft) O (Ke) 40.00 8.10 0.0130 1.50 0.00 0.90 Culvert Results: Design Discharge = 4.47 cfs - Minimum pipe diameter: 1 - 15 inch pipe(s) required 0 Filename:Culvert HR2.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Sub watershed Hydrology Detail; Time of Peak Runoff Stru SWS SWS Area Conc Musk K Musk X Curve UH5 Discharge Volume # # (ac) hrs (hrs) Number ( ) WS) (ac`ft) #1 1 1.050 0.167 0.000 0.000 85.000 TR55 4.47 0.401 1 1.050 4.47 0.401 i Filename:Culvert HR2.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 0 Triangle Brick Merry Oaks Culvert HR3 0 Filename:Culvert WR3.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Saltware Design 2 e Genera/Information Storm Information,,- Storm Type: NRCS Type II Design Storm: 25 yr- 24 hr Rainfall Depth: 6.300 inches Filename:Culvert HR3.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copvd9bt 1998 Pamela d.Bphwsb Clml Saftam Desl9n 3 • Structure Networking: Type Stru (Flows Stru Musk. K Musk. X Cesvlptlon # into) # (hrs) Culvert #1 =_> End 0.000 0.000 Culvert 1113 A'1 6f/vert • • Filename:Culver) HR3 sM Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Sum merry. Immediate Total peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (cfs) (ac-ft) #1 1.330 1.330 5.66 0.51 Filename:Culvert HR3.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #.1 (Culvert) Culvert HR3 Culvert Inputs: Max. Tallwater Entrance Length (ft) Slope{%) Manning's n Headwater Loss Coef. (ft) � ) (Ke) 36.00 9.00 0.0130 1.50 0.00 0.90 Culvert Results: Design Discharge = 5.66 cfs Minimum pipe diameter: 1 - 18 inch pipe(s) required . S • Filename: Culvert HR3.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1996 Pamela J.Schwab Civil Software Design 6 Subwatershed Hydrology Detail: s Time of Peak Runoff Stru 5WS 5WS Area Conc Musk K. Musk X Curve UHS Discharge Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 1.330 0.167 0.000 0.000 85.000 1R55 5.66 0.508 1.330 5.66 0.508 • Filename:Culvert HR3.sa4 Printed 08-29-2000 SEDCAD 4 for Windows Q°I5 99oedona J.Schwab • Triangle Brick Merry Oaks Culvert HR4 Filename: CuWert HR4sc4 Printed 08-20-2000 SEDCAD 4 for Windows Copyright 199E Pamela J.Schwab CIVI Software Design General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename:Culvert HR4.sc4 Printed 08-29-2000 SEDCAD 4 for Windows CO 1988 sollware Design 3 Pamela J, 30wab CO Structure Networking; Type Sum (flows Stru Musk. K Musk X Desalpdon # into) # (hrs) Culvert #1 =_> End 0.000 0.000 Culvert HR4 #t Culvert • Filename'. Culvert HR4.s" Prinled 08-29-200D SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summaf3o: Immediate Total peak Total Contributing Contributing Discharge Runoff Area Area volume (ac) (ac) (cfs) (ac-ft) #1 1.740 1.740 7.41 0.66 • Filename: Culvert HR4.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design S • Structure Detail: Structure #1 (Culverts Culvert HR4 Culvert Inputs: Max. Tailwater Entrance Length(ft) Slope(%) Manning's n Headwater Loss Coef. (ft) ( ) (Ke) 45.00 8.90 0.0130 2.00 0.00 0.90 Culvert Results: Design Discharge = 7.41 cfs Minimum pipe diameter: 1 - 18 inch pipe(s) required Filename; Culvert HR4.sc4 _ Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Subwatershed Hydrology Detail: Time of Peak Runoff Stru SWS SWS Area Conc Musk K Musk X Curve UH5 Discharge Volume # # (ac) (hrs). Number (hrs) (cfs) (ac-ft) #1 1 1.740 0.167 0.000 0.000 85.000 TR55 7.41 0.665 1.740 7.41 0.665 Filename:Culvert HR4.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design T Tri"nle Brick, M-er!y Oaks Culvert HR5 Drainage area spilt into two to model 2 equal diameter pipes 0 Filename:Culvert HRS.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename:Culvert HR5.sc4 Printed 08-29-2000 SEDCAD 4 for Windows CoVYGght lase Pamela J.Schwab CMI Softam Design 3 • Structure Networking: Type SIN (Flows SIM Musk K Musk.X Description # into) # (hm) Culvert #1 =_> End O000 0.000 Culvert IRS CI CLfvM S Filename:Culvert HR5.sc Printed 08-29-20M SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary: Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area volume (ac) (ac) (cfs) (ac-ft) #1 13.750 13.750 58.54 5.25 I • Filename:Culvert HR5.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J,Schwab Civil Software Design 5 Structure Detail: Structure #.1 LCulvert,� Culvert HR5 Culvert Inputs: Max. Tailwater EntranCe Length(ft) Slope(%) Manning's n Headwater Lass Coef. (ft) � ) (Ke) 80.00 1.90 0.0130 4.00 0.00 - 0.90 Culvert Results: Design Discharge 58.54 cfs Minimum pipe diameter: 1 - 42 inch pipe(s) required Filename:Culvert HR5.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab civil Software Design 6 Subwatershed Hydrology Detail. Time of Musk K Curve Peak Runoff Stru 5W5 5W5 Area Conc Musk X UHS Discharge Volume # # (ac) (hrs) (hrs) Number (cfs) (ac-ft) #1 1 13.750 0.167 0.000 0.000 85.000 TR55 58.54 5.255 13.750 58.54 5.255 Filename:Culvert HR5.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright i99B Pamela J.Schwab Civil Software Design Triangle Brick Merry Oaks Culvert HR6 Filename:Culvert HR6.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type H Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 Inches Filename: Culvert HR6.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software design 3 ® Structure Networking: Type Stru (flows Stru Musk. K Musk.X TDescription # into) # (hrs) Culvert #1 =_> End 0.000 0.000 Culvert HR6 #1 Culvert Filename:Culvert HR6.sc4 Printed 08-29-2000 SEyDCAD 4 for Windows COPCivi 9ofiwere De98 sign le J.Schwab 4 Structure Summary: • Immediate TOW] Total Cantnbuting Contributing PeaDIak9e Runoff Area Area Volume (ac) (ac) (Cfa) (a ft) #1 3.920 3.820 16.26 1.46 • Filename: Culvert HR6.an4 Rnmad 0&29.2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 • Structure it S e Detail: Structure #1 (Culverts Culvert HR6 Culvert Inputs: Max. 7ailwater Entrance Length(ft) Slope(%) Manning's n Headwater ft loss Coef. (ft) O (Ke) 40.00 5.00 0.0130 3.00 0.00 0.90 Culvert Results: Design Discharge = 16.26 cfs Minimum pipe diameter: 1 - 24 inch pipe(s) required o Filename:Culvert HR6.sc4 y Printed 08-29-2000 SEDCAD 4 for Windows Copyright INS Pamela J.Schwab Civil Software Design 6 Sub watershed Hydrology Detail, Time of Peak Runoff Stru 5WS SWS Area Conc Musk K Musk X Curve tJHS Discharge Volume # # (ac} (hm) (hrs) Number (cfs) (ac-ft) #1 1 3.820 0.167 0.000 0.000 85.000 TR55 16.26 1.460 3.820 16.26 1.460 Filename:Culvert HR6.sC4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela I Schwab Civil Software Design • Triangle Brick Merry Oaks Culvert HR7 Filename:Culvert HR7.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: MRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename:Culvert HR7.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 3 ® Structure Networking: Type Stru (Flows Stru Musk, K Musk.X Description # into) # (hrs) Culvert ' #1 ==> End j 0.000 0.000 Culvert HR7 #1 Culvert i Filename: Culvert HR7.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary: Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (Cfs) (ac-ft) #1 1.640 1.640 6.98 0.63 • Filename: Culvert HR7.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail. Structure#1 [Culverts Culvert HR7 Culvert Inputs: Max. Tallwater Entrance Length(Ft) Slope(%) Planning's n Headwater Loss Coef. (ft) (ft) (Ke) 40.00 10.00 0.0130 2.00 0.00 0.90 Culvert Results: Design Discharge = 6.98 cfs Minimum pipe diameter: 1 - 18 inch pipe(s) required Filename;Culvert HR7.sc4 Printed 08-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Subwatershed Hydrology Detail: Time of Peak Runoff Stru 5W5 SWS Area Conc Musk K Musk X Curve UHS Discharge Volume # # (ac) (hrs} Number (hrs) (cfs) (ac-ft) #1 1 1.640 0.167 0.000 0.000 85.000 TR55 6.98 0.627 1.640 6.98 0.627 Filename:Culvert HR7.sc4 Printed 08-29-2000 APPENDIX B POND DESIGN AND HYDROLOGY SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design � Triangle Brick w Merry Oaks Permanent Sediment Pond M3 S61 Revised 10-09-00 Filename: Pond M3-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename: Pond M3-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copytl9M 1990 Pan J.Stl"b Civil 66M m Dhiga 3 Structure Networking; .type Stm (Flows Stu- Musk. K Musk %- Dr Jptlan # into). # (hrs) Pond #1 =_> End 0.000 OAOO Bedlment Pond M3-SB1 CI Pond • Filename: Pond M3-SB1.sa Pdnted 10-09-2000 SEDCAD 4 for Windows CoWngbt 1995 Pamela J.Scnwab Clnl Sal Design 4 Structure Summary: e Immediate Total Peak Total Con tributing Coma m9 Discharge Volume DO (ac) We) (al In 112.23 10.49 k1 24.500 24.500 Out 109.92 1049 e e Filename: Pone MS 191.so Printed 1M9-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 ® Structure Detail: Structure #1 (Pond) Sediment Pond M3-SB1 Pond Inputs: Initial Pool Elev: 227.00 Initial Pool: 1.31 ac-ft Drop Inlet Riser Barrel Riser Height Barrel Barrel Slope Diameter (ft) Diameter Length(ft) (o�u) Manning's n Spillway Elev, (in) (in) . 36.00 4.00 24.00 70.00 4.301 0.0130 227.00 Emergency Spillway Spillway Elev Crest Length Left Right Bottom (ft) Sideslope Sideslope; Width-(ft) 228.00 20.00 3.00:1 3.00:1 10.00 Pond Results: e Peak Elevation: 229.60 Dewater Time: 0.56 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac), (ac-ft) (d5) (hrs) 222.00 0.179 0.000 0.000 222.50 0.196 0.094 0,000 223.00 0,214 0.196 0.000 223.50 0.232 0.308 0.000 224.00 0.250 0.428 0.000 224.50 0.264 0.557 0.000 225.00 0.279 0.693 0.000 225.50 0.293 0.836 0.000 226.00 0.308 0.986 0.000 226.50 0.324 1.144 0.000 Filename: Pond M3-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab CM1 Software Design $ Area Capacity Discharge DewaterTime Elevation (ac) (ac Ft) (cfs) (hrs) 227.00 0.339 1.310 0.000 Spillway#1 227.50 0.355 1.483 10.330 12.20 228.00 0.371 1.665 29.217 0.70 Spillway#2 228.50 0.388 1.855 41.915 0.20 229.00 0.405 2,053 68,008 0.05 229.50 0.422 2.259 100.422 0.10 229.60 0.426 2.304 109.923 0.10 Peak Stage 230.00 0.440 2.475 145.979 Detailed Discharge Table Combined Drop Inlet Emergency Total Elevation ( ) Spillway cfs g cfs P� y( ) Discharge (cfs) - 222.00 0.000 0.000 0.000 222.50 0.000 0,000 0.000 223.00 0.000 0.000 0.000 223.50 0.000 0.000 0.000 S 224.00 0.000 0.000 0.000 224.50 0.000 0.000 0.000 225.00 0.000 0.000 0.000 225.50 0.000 0.000 0.000 226.00 0.000 0.000 0.000 226.50 0.000 0.000 0.000 227.00 0.000 0.000 0.000 227.50 10.330 0.000 10.330 228.00 29.217 0.000 29.217 228.50 40.066 1.849 41.915 229.00 41.226 26.781 68.008 229.50 42.355 58.068 100.422 230.00 43.454 102.525 145.979 Filename: Pond M3-5B1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 Subwatershed Hydrology Detail, Time of Peak Runoff 5tru SW5 SWS Area Conc Musk K. Musk X Curve UMS Discharge Volume # # (ac) (hrs) (hrs) Number WS) (ac-ft)' #1 1 24.500 0.167 0.000 0.000 90.000 TR55 112.23 10.491 24.500 112.23 10.491 • 1 Filename: Pond M3-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triangle Brick , Merry Oaks Permanent Sediment Pond M3-SB2 Revised.10-09-00 Filename: Pond M3-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software design 2 Genera/Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename: Pond M3-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows CoWnghll 108are�sigma J.SaMrab 3 Structure Networking: Stru (flows Stm Musk. K 7)IM k . Into) p (ors) Musk.X Description Pond !a =_> End 0.000 Ol Sediment Pond M3-SB2 kl Pond s e Filename: Pond M35132.so4 Printed 1MP-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary: Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (`fs) (ac-ft) In 21.07 1.97 #1 4.600 4.600 Out 19.68 1.97 Filename: Pond M3-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 (Pondy Sediment Pond M3-SB2 Pond Inputs: Initial Pool Elev: 231.00 Initial Pool: 0.33 ac-ft Drop Inlet Riser Barrel Riser Height Barrel Barrel Slope Diameter (ft) Diameter Length(ft) (0/0) Manning's n Spillway Elev (in) (in) 24.00 4.00 18.00 80.00 7.50 0.0130 231.00 Emergency.Spillway Spillway,Elev .Crest Length Left Right Bottom (ft) Sideslope Sideslope Width(ft) 232.00 20.00 3.00:1 3.00:1 10.00 • Pond Results:o d Re u ts. Peak Elevation: 232.43 Dewater Time: 0.52 days Dewatenng time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 228.00 0.097 0.000 0.000 22&50 0.101 0.049 0.000 229.00 0.105 0.101 o.600 229.50 0.109 0.154 0.000 230.00 0.113 0.210 0.000 230.50 0.116 0.267 0.000 231.00 0.120 0.326 0.000 Spillway#1 231.50 0.124 0.387 6.886 12.30 232.00 0.128 0.450 15.127 0.10 Spillway#2 ® 232.43 0.134 0.506 19.677 0.15 Peak Stage Filename: Pond M3-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 232.50 0.135 0.515 20.375 233.00 0.142 0.534 48.174 233.50 0.149 0.657 81.985 234.00 0.156 0.733 128.226 Detailed Discharge Table Combined Drop Inlet Emergency Total Elevation ( } Spillway( cfs Ycfs) Discharge (cfs) 228.00 0.000 0.000 0.000 228.50 0.000 0.000 0.000 229.00 0.000 0.000 0.000 229.50 0.000 0.000 0.000 230.00 0.000 0.000 0.000 230.50 0.000 0.000 0.000 231.00 0.000 0.000 0.000 231.50 6.686 0.000 6.886 232.00 15.127 0.000 15.127 232.50 18.526 1.849 20.375 233.00 21.392 26.781 48.174 233.50 23.917 58.068 81.985 234.00 25.700 102.525 128.226 Filename: Pond M3-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1999 Pamela J.Schwab Civil Software Design 7 Sub watershed Hydrology Detail., Tlme of Peale Runoff Stru SWS SWS Area Musk K Curve Cone Musk X- UHS Discharge Volume # # (ac) (hrs) Number (hrs) (Cfs) (ac-ft) #1 1 4.600 0.167 0.000 0,000 90.000 TR55 21.07 1.970 4.600 21.07 1.970 Filename: Pond M3-SB2.sc4 _ Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 1 Triangle- Brick Merry yaks Permanent Sediment Basin M3-S63 Rename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm information.- Storm Type: NRCS Type II Design Storm. 25 yr-24 hr Rainfall Depth: 6.300 inches • I Filename: Printed 09-29-2000 SEDCAD 4 for Windows cop o 9hti9e9 Pamela J.Schwab crv�soeare Deegn - 3 0 Structure Networking: Type Stru (flows Stm Musk..(hrs)K # Into) # Musk.X 'OescQpOan Pond #1 =_> End 0.000 0.000 Basin M3-SB3 Ml Azad t Filename Printed 09-29-2000 SEDCAD 4 for Windows Copyright 199B Pamela J,Schwab Civil Software Design 4 Structure Summary: Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (ds) (ac-ft) In 35.33 3.17 #1 8.300 8.300 Out 34.59 3.17 Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 LPond Basin M3-50 Pond Inputs: Initial Pool Elev: 230.00 Initial Pool: 0.42 ac-ft Drop_Inlet Riser Barrel Riser Height Barrel Barrel Slope Diameter (ft) Diameter Length(fl)• (%) Manning's n Spillway Elev (in) 36.00 6.00 24.00 50.00 1.00 0.0130 230.00 Emergency Spillway Spillway Eiev Crest Length Left Right. Bottom (ft)- 5ideslope Sideslope Width(ft).. 231.00 20.00 3.00:1 3.00:1 10.00 i Pond Results: Peak Elevation: 231.19 Dewater Time: 0.52 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) Sac-ft) (ds) (hrs) 222.00 0.010 0.000 0.000 222.50 0.013 0.006 0.000 223.00 0.017 0.013 0.000 223.50 0.021 0.023 0.000 224.00 0.026 0.034 0.000 224.50 0.031 0.049 0.000 225.00 0.037 0.065 0.000 225.50 0.043 0.085 0.000 226.00 0.049 0.108 0,000 226.50 0.056 0.134 0.000 Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 • Area Capacity Discharge DewaterTime Elevation (ac) (ac-ft) (cfs) (hrs) 227.00 0.062 0.164 0.000 227.50 0.069 0.197 0.000 228.00 0.077 0.233 0.000 228.50 0.085 0.274 0.000. 229.00 0.093 0.318 0.000 229.50 0.101 0.366 0.000 230.00 0.110 0.419 0.000 Spillway#1 230.50 0.120 0.476 10.330 12.20 231.00 0.130 0.539 29.217 0.15 Spillway#2 231.19 0.134 0.564 34.592 0.05 Peak Stage 231.50 0.141 0.606 43.533 232.00 0.152 0.679 73.023 Detailed Discharge Table Combined' Drop Inlet . Emergency Total Elevation ( ) Spillway ds 9 cfs p Y(. ) Discharge (cfs) 222.00 0.000 0.000 0.000 222.50 0.000 0.000 0.000 223.00 0.000 0.000 0.000 223.50 0.000 0.000 0.000 224.00 0.000 0.000 0.000 224.50 0.000 0.000 0.000 225.00 0.000 0.000 0.000 225.50 0.000 0.000 0.000 226.00 0.000 0.000 0.000 226.50 0.000 0.000 0.000 227.00 0.000 0.000 0.000 227.50 0.000 0.000 0.000 228.00 0.000 0.000 0.000 228.50 0.000 0.000 0.000 229.00 0.000 0.000 0.000 229.50 0.000 0.000 0.000 230.00 0.000 0.000 0.000 230.50 10.330 0.000 10.330 231.00 29.217 0.000 29.217 231.50 41.684 1.849 43.533 232.00 46.242 26.781 73.023 Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 Subwatershed Hydrology Detail: SWS Area Tlme of Musk K Curve Peak Runoff Stru SWS Conc Musk X UNS Discharge. Volume # # {ac) (hrs) (hrs) Number ( s) (ac-ft cf ) #1 1 8.300 0.167 0.000 0.000 85.000 TR55 35.33 3.172 8.300 35.33 3.172 • Filename: Printed 09-29-2000 SEDCAD 4 for Windows Civi S mean Design l'J.sawao 1 Rjenarue Triangle Brick - Merry Oaks Temporary Sediment Trap M3-TBI • Filename: Pond M3431.sN Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: MRCS Type II Design Storm: 10 yr-24 hr Rainfall Depth: 6.300 inches • Filename: Pond M3-TB1.sc4 Printed 10-C2-2000 SEDCAD 4 for Windows Dnpynght 1996 Pamela J_SGwab 'civil somvare Design 3 e . Structure Networking: Type. S4 (Flaws SSU Musk.j K Musk.X Description # iMa) (hrs Pond MI ==> End 0.000 U.000 Temporary Sediment Trap M3-T01 P'I Po d Filename'. Pond M3401=4 Printed IM2-2000 SEDCAD 4 for Windows Copyright 199E Pamela J,Schwab Civil Software design 4 Structure Summary.- Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (ds) (ac-ft) In 13.74 1.28 #1 3.000 3.000 Out 13.61 1.28 0 Filename: Pond M3-TB1.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 Pond Temporary Sediment Trap M3-M Pond Inputs: Initial Pool Elev: 232.00 Initial Pool: 0.21 ac-ft Emergency Spillway Spillway!Elev' Crest Length Left Right Bottom (ft) Sideslope Sideslope Width(f}) 232.00 36.00 3.00:1 3.00:1 10.00 Pond Results: Peak Elevation: 232.56 Dewater Tme: 0.51 days Dewataning time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time' (ac) (ac-ft) (cfs) (hrs) 228.00 0.028 0.000 0.000 228.50 0.033 0.015 0.000 229.00 0.038 0.033 0.000 229.50 0.044 0.053 0.000 230.00 0.051 0.077 0.000 230.50 0.058 0.104 0.000 231.00 0.065 0.135 0.000 231.50 0.073 0.169 0.000 232.00 0.081 0.208 0.000 Spillway#1 232.50 0,089 0.250 12.076 12.20 232.56 0.091 0.256 13.609 0.10 Peak Stage 233.00 0.098 0.297 24.153 233.50 0.108 0.348 55.789 234.00 0.117 0.404 94.578 ADetailed Discharge Table Filename: Pond M3-TB1.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Combined Elevation Emergency Total Spillway(ds) Discharge (ds) 228.00 0.000 0.000 228.50 0.000 0.000 229.00 0.000 0.000 229.50 0.000 0.000 230.00 0.000 0.000 230.50 0.000 0.000 231.00 0.000 0.000 231.50 0.000 0.000 232.00 0.000 0.000 232.50 12.076 12.076 233.00 24.153 24.153 233.50 55.789 55.789 234.00 94.578 94.578 Filename: Pond M3-TB1.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 Sub watershed Hydrology Detail: Time of Peak Runoff Stru SW5 5WS Area Conc Musk K Musk X Curve UHS Discharge Volume # # (ac) (ham) (hrs) Number (cfs) (ac-ft) #1 1 3.000 0.167 0.000 0.000 90.000 TR55 13.74 1.285 E 3.000 13.74 1.285 Filename: Pond M3-TBi.sc4 Printed 10-02-2000 SEDDAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil software Design 1 Triangle Brick Merry Oaks , Permanent Sediment Basin M4-SBY Revised I0-09-00 Filename: Pond M4-SB1.sc4 Printed 10-09-2000 i SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 • General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename: Pond M4-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Ca7r fight teas Pamala J.Schwab Civil software CeBign 3 Structure Networking: Type StA inmru (FlowJs S:u . Musk. (hrs)K Musk.X Dswdptlon Pond MS =_> End 0.000 0.000 Sediment Pond M4-SSl YI Pond • t Filename: Pond 144-SS1.3c Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary.- Immediate Total Total Peak Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (`fs) - (ac-ft) In 74.67 6.98 #1 16.3DD 16.304 Out 74.04 6.98 Filename: Pond M4-SB1.sc4 Printed 'E0-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 • Structure Detail: Structure #1 (Pond, Sediment Pond M4-SB1 Pond Inputs: Initial Pool Elev: 219.00 Initial Pool: 0.78 ac-ft Emergency SpillwaX Spillway Elev Crest Length Left Right Bottom (ft) Sideslope Sideslope. Width (ft) 220.00 20.00 3.00:1 3.00:1 10.00 Drop Inlet Riser 8arrel� Riser Height Barrel ' •Barrel Slope, Diameter (ft). Diameter- Length(ft) (%) Mdnning's n Spillway Elev (in) (In) 24.00 8,00 18.00 50.00 1.00 0.0130 219.00 ® Pond 1 o d Results: Peak Elevation: 221.38 Dewater Time: 0.54 days De watering time is calculated from peak stage to lowest spillway Elevation-Ca act -Dischar a Table Area Capacity Discharge Dewater Elevation lime (ac) . (ac-ft) (cfs) (hrs) 212.00 0.053 0.000 0.000 212.50 0.060 0.028 0.000 213.00 0.067 0.060 0.000 213.50 0.075 0.095 0.000 214.00 0.083 0.135 0.000 214.50 0.091 0.178 0.000 215.00 0.099 0.226 0.000 215.50 0.108 0.278 0.000 216.00 0.117 0.334 0.000 216.50 0.127 0.395 0.000 Filename: Pond M4-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows coy t less Pamela J.scmw6 civilsamvere Dealgn 6 g m Area Capacity Discharge Dewater ElevaUDn Time e (x) (ai (c8) (hrs) 217.00 0.137 OA61 O.ODO 217.50 0.147 0.532 0.000 21B.00 0.157 0.608 O.OM 218.50 0.168 0.689 0.000 219.00 0.179 0.776 0.000 Spil" #2 219.5D 0.191 0.868 6.866 11.80 220.00 0.203 0.967 15.127 0.60 Spillway#1 220.50 0.215 1.071 20.375 0.35 221.D0 0.227 1.181 48.174 0.10 221.38 0.237 1.271 74.043 0.15 Peak Stage 221.50 0.240 1.298 81.98S 222.00 0.253 1.421 128.563 Detailed Discharge Table Combined Emergency Drop Inlet Total Elevation Spillway(ifs) (cfs) Discharge e212.00 0.000 0.000 cfs)D.aOo 212.50 0.000 O.ODO O.ODO 213.Oo 0.000 O.Ow O.00o 213.50 0.000 0.000 0.000 214.00 0.000 0.000 O.ODO 214.50 0.000 0.000 0.000 215.00 0.000 O.000 0.000 215.50 0.000 0.000 0.000 216.D0 O.ODO 0.000 0.000 216.50 0.D00 0.000 0.000 217.00 C.000 0.000 0.D00 217.50 0.000 0.00D 0.000 218.00 0.000 0.000 0.000 218.50 0.000 OAD O.00D 219.00 0.000 0.000 0.000 Z19.50 D.000 6.886 6.886 220.00 O.ODO 15.127 15.127 220.50 1849 18.526 20.375 221.00 26.781 21.392 48.174 221.50 58.068 23.917 B1.985 222.00 102.525 26.037 128.563 Filename: Pond M4-SBi.sc4 Pnnted 10t8 2000 SEDCAD 4 for Windows Copyright 199B Pamela J.Schwab 7 Civil Software Design ® Sub watershed Hydrology Detail: Y 9Y Time of Peak Runoff 5tru SWS SWS Area Conc Musk K Musk X Curve UHS Discharge Volume # # � (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 16.300 0.167 0.000 0.000 90.000 TR55 74.67 6.980 16.300 74.67 6.980 o . Filename: Pond M4-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copynght 1958 Pamela 1.Schwab CIVII Software Des'gn • Triangle Brick Merry Oaks Permanent Sediment Basin M4-582 Revised I0-09-00 • Filename: Pond W-SB2.sc Pnnled 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches e Filename: Pond M4-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows COM yM rase Pamela J.SNwab clvll saUare oeBign 3 Structure Networking; Type Stm (flows Stru Mmk. K Mmk. X DescrlpdOn . p Into) , N (tus) Pond MS End 0.000 0.000 Setllment Pond M4-SB2 d1 Pond • Rename: Pond M4-882.sa4 Printed 10-0&2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary: Immediate Total Peak Total Contributing Contributing Runoff Area Area Discharge Runoff (ac) (ac) (cfs) (ac=ft) In 32.53 3.04 #1 7.100 7.100 Out 32.I6 3.04 Filename: Pond M4-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 (Ponds Sediment Pond W-S82 Pond Inputs: Initial Pool Elev: 225.00 Initial Pool: 0.37 ac-ft Emergency Spillway Spillway Elev Crest Length Left- Right Bottom (ft) Sideslope Sideslope Width(ft) 226.00 20.00 3.00:1 3.00:1 10.00 Drop:Inlet Riser Barre] Riser Height Barrel Barrel 51ope• : , Diameter (ft) Diameter Length(ft). (%) Manning s n: Spillway Elev 24.00 6.00 18.00 50.00 1.001 0.0130 225.00 Pond Results: Peak Elevation: 226.71 Dewater Time: 0.53 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (c fs) (hrs). 222.00 0.092 0.000 0.000 222.50 0.101 0.048 0.000 223.00 0.111 0.101" 0.000 223.50 0.121 0.160 0.000 224.00 0.132 0.223 0.000 224.50 . 0.142 0.291 0.000 225.00 0.153 0.365 0.000 Spillway#2 225.50 0.165 0.445 6.886 12.20 226.00 0.176 0.530 15.127 0.30 Spillway#1 226.50 0.188 0.621 20.375 0.15 Filename: Pond M4-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 226.71 0.194 0.662 32.163 0.15 Peak Stage 227.00 0.201 0.718 48.174 227.50 0.213 0.822 81.102 228.00 0.226 0.931 126,191 Detailed Discharge Table Combined Emergency Drop Inlet Total Elevation Spillway( P Ycfs) (cfs) Discharge (cl's) 222.00 0.000 O.00G 0.000 222.50 0.000 0.000 0.000 223.00 0.000 0.000 0.000 223.50 0.000 0.000 0.000 224.00 0.000 0.000 0.000 224.50 0.000 0.000 0.000 225.00 0.000 0.000 0.000 225.50 0.000 6.886 6.886 226.00 0.000 15.127 15.127 226.50 1.849 18.526 20.375 227.00 26.781 21.392 48.174 227.50 58.068 23.034 81.102 228.00 102.525 23.665 126.191 Filename: Pond M4-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 u to dHydrology D S hwa rshe etail: Time of Peak Runoff SCru SWS SWS Area Musk K Curve Conc Musk X UHS Discharge Volume # # (ac) (hrs) (hrs) Number (cfs) (ac-ft) #1 1 7.100 0.167 0.000 0.000 90.000 1R55 32.53 3.040 7.100 32.53 3.040 Filename: Pond M4-SB2.sc4 Printed 10-08-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triancile Brick Me'rry Oaks Temporary Sediment Basin M4-MI Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1990 Pamela J,Schwab Civil Software Design 2 General Information Storm Information; Storm Type: MRCS Type II Design Storm: 25 yr-24 hr Rainfail Depth: 6.300 inches Filename: Printed 09-29-2000 SEDCAD 4 for Windows Cup? 1999 Pamela J.Schwab CNI SOM1wam Design 3 Structure Networking; Stm (Flows SW Musk. K Typek Into) M (hrs) . Musk % Dexrlptlon Pond 41 =_> End 0.000 0.000 Pond M9-T01 ' 91 Pond e • Filename: Printed 0949-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary;-Immediate Total Total Peak Contributing Contributing Runoff Area Area Discharge Volume (ac) (ac) (cfs) (ac-ft) #1 n 3.400 3.400 14.48 1.30 Out 14.23 1.30 Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 ® N Structure Detail; Structure #1 (Ponds Pond M4-TB1 Pond Inputs: Initial Pool Elev: 235.00 Initial Pool: 0.23 ac-ft Emergency Spillway Spillway Elev Crest Length Left Right • Bottom (ft) Sideslope 5idesl9pe width,(ft) 235.00 10.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 235.90 Dewater Time: 0.61 days Dewatering time Is calculated from peak stage to lowest spillway • Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater> Elevation Time (ac) (ac-ft) (LfS). (his) 232.00 0.049 0.000 0.000 232.50 0.057 0.027 0.000 233.00 0.066 0.058 0.000 233.50 0.076 0.093 0.000 234.00 0.086 0.133 0.000 234.50 0.096 0.179 0.000 235.00 0.106 0.229 0.000 Spillway#1 235.50 0.117 0.285 1.087 13.00 235.90 0.126 0.334 14.234 1.55 Peak Stage 236.00 0.128 0.346 17.415 Detailed Discharge Table Filename: Printed 09-29-2000 SEDCAD 4 for Windows Co gh11998 Pamela J.Schwab cnvfsmlwam Deign 6 Combined • Emergency Tel Elevation Emergency Discharge (Chi) 232.00 0.000 0,000 232.50 0,000 0.000 233.00 0.000 0.000 233.50 0.000 0.000 234.00 0,000 0.000 234.50 0.000 0.000 235.00 0,000 0.000 235.50 1.087 1.087 236.00 17.415 17.415 ® II Filename: Printed 09-29-20M SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 Suhwatershed Hydrology Detail: SWS Area Time of 'Musk K Curve r Peak Runoff Stru SWS Conc Musk X UHS Discharge Volume (ac) (hrs) (hrs) Number (CPS) (ac-ft) #1 1 3.400 0.167 0.000 0.000 85.000 TR55 14.48 1.299 3.400 14.48 1.299 Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triang le Brick Mer ®aks Temporary Sediment Trap M4-T82 Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 Genera/Information Storm Information: Storm Type: NRCS Type II Design Storm: 10 yr-24 hr Rainfall Depth: 5.600 inches t Filename: Printed 10-06-2000 SEDCAD 4 for Windows COpyngh11998 Pamela J.Schwab cowl sonware Design 3 ® Structure Networking; Type Stru (flaw' ' Stru Musk. K Musk.K -Description # info) , # inns) Pond #1 ==> End 0.000 omo Temporary Sediment Trap M4-T02 - #1 Pond O • Filename'. Printed 10-06-200D SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil software Design 4 Structure Summary, Imrriediate. Total° Peak Total Contributing Contributing discharge Runoff Area Area. Volume (ac) (ac) (cfs) (ac-ft). In 3.61 0.32 #1 0.980 0.980 Out 3.59 0.32 Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1990 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 Pond Temporary Sediment Trap M4-TB2 Pond Inputs: Initial Pool Elev: 226.50 Initial Pool: 0.05 ac-ft Emergency Spillway Spillway Elev CrestiLength Left Right Bottom (ft), Sideslope Sideslope Width;(ft) 226.50 6.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 227.02 Dewater Time: 0.51 days Dewaterrng time Is calculated from peak stage to lowest spillway • Elevation-Capacity-Discharge Table Area Capacity , Discharge Dewater Elevation Time (ac) (ac-ft) (ds) (h�) 224.00 0.010 0.000 0.000 224.50 0.013 0.006 0.000 225.00 0.017 0.013 0.000 225.50 0.021 0.023 0.000 226.00 0.025 0.034 0.000 226.50 0.030 0.048 0.000 Spillway#1 227.00 0.036 0.065 2.817 12.25 227.02 0.036 0.066 3.589 0.10 Peak Stage 227.50 0.042 0.084 19.142 228.00 0.048 0.107 42.884 Detailed Discharge Table Filename: Printed 10-06-2000 SEDCAD 4 for Windows Ooplml 1998 Pamela J.Schwab civil Soawere Deelgn 6 Umhined • Emergency Total Elevation Spillway(CIS) Discharge (cf9) 224.00 0.D0o 0.000 224.50 0.000 o.Ow - 225.00 0.000 0.000 225.50 O.DDO 0.000 226.00 0.000 0.000 226.50 0.000 0.0o0 227.00 2.817 2.917 227.50 19.142 19.142 228.D0 42.884 42.884 Filename: Printed 1 D-06 2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 Sub watershed Hydrology Detail: Time of Peak Runoff Stru SWS SWS Area Conc Musk K Curve Discharge Volume # # Musk X. UHS. � (ac) (hrs) (hrs) Number (cfs). (ac-!t) #1 1 0.980 0.167 0.000 0.000 85.000 TR55 3.61 0.321 0.980 3.61 0.321 � s Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 999E Pamela J.Schwab Civil Software Design Triangle Brick Merry Oaks Permanent Sediment Pond M5-561 Revised 10-09-00 Filename: Pond M5-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Ccp ght 199E Pamela J.Schwab CIVII Soflwareoesign 2 Genera/Information Storm Information: Stone Type' BRCS Type 11 Design Storm; 25 yr-25 hr Rainfall Depth: 6.300 inches Filename: Pond MS-SB1.so4 Printed 10-09-2000 SEDCAD 4 for Windows CoNrigbt 1998 Pamela J.Scrmab Civil Soltwam Design 3 Structure Networking: Type Sit `Hrcto) S ru M rs'K Musk.X Description Pond #1 =_> End 0.000 0.000 Sediment Ponj M5-501 pl Pontl s Filename: Pond M5-Sl Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J,Schwab Civil Software Design 4 Structure Summary; Immediate Total Total Peak Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (cfs) (ac-ft) In 94.83 8.86 #1 20.700 20.700 Out 92,02 8.86 Filename: Pond M5-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail. Structure #1 (Ponds Sediment Pond M5-SBI Pond Inputs: Initial Pool Elev: 225.00 Initial Pool: 0.82 ac-ft Drop InleRiser t Diameter Diameter Height Barrel p am ter Barrel Barrel Slope Mannin 's n Spillway Elev (in) (ft)' (in) Length-(ft) {%} g p 36.00 6.00 24.00 50.00 1.00 0.0130 225.00 Emergency Spillway Spillway Elev Crest Length Left Right Bottom (ft) Sideslope Sideslope Width(ft) 226.00 40.00 3.00:1 3.00:1 10.00 Pond Results: Peak Elevation: 227.44 Dewater Time: 0.55 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 222.00 0.230 0.000 0.000 222.50 0.244 0.118 0.000 223.00 0.258 0.244 0.000 223.50 0.272 0.376 0.000 224.00 0.287 0.516 0.000 224.50 0.302 0.663 0.000 225.00 0.317 0.818 0.000 Spillway#1 225.50 0.333 0.980 10.330 12.30 226.00 0.349 1.151 29.217 0.55 Spillway#2 226.50 0.366 1.330 51.680 0.10 Filename: Pond M5-SB1.sc4 Printed 10-09-20DO SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 227.00 0.383 1.517 64.238 0.10 227.44 0.398 1.690 92.017 0.10 Peak Stage 227.50 0.400 1.712 95.631 228.00 0.417 1.917 136.627 Detailed Discharge Table Combined Drop inlet Emergency Total Elevation (cfs) Spillway(cfs) Discharge (cfs) 222.00 0.000 0.000 0.000 222.50 0.000 0.000 0.000 223.00 0.000 0.000 0,000 223.50 0.000 0,000 0.000 224.00 0.000 0.000 0.000 224.50 0.000 0.000 0.000 225.00 0.000 0.000 0.000 225.50 10.330 0.000 10.330 226.00 29.217 0.000 29.217 226.50 40.363 11.316 51.680 227.00 41.606 22.632 64.238 227.50 42.812 52.819 95.631 228-00 43.985 92.642 136.627 Filename: Pond M5-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 Subwatershed Hydrology Detail: Stru 5W5 SWS Area Time of Musk Peak Runoff # # Conc Musk X UHS Discharge Volume K Curve (ac) (hrs) (hrs) Number (cfs) (ac-ft) #1 1 20.700 0.167 0.000 0.000 90.000 TR55 94.83 8.864 20.700 94.83 8.864 Filename: Pond M5-SB1.sc4 Printed 10-09-200D SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triangle Brick Merry Oaks Permanent Sediment Pond M5-SB2 Revised 10-09-00 Filename: Pond M5-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows COM9civil Sol llwere Design la 15Uwtb 2 Genera/Information Storm Information: Storm Type: NRCS Type II Design Sham: 25 yr- 24 hr Rainfall Depth: 6.3001ndres Filename: Pond MS-SB2,so4 Pril 1M-0 2000 SEDCAD 4 for Windows 9=11 Pamela J.Schwab 3 ® Structure Networking; Type Stru (Owns Stru Musk. K Musk.X Description # into) # (hM) Pond #1 =_> End O.ODO 0.000 Sediment Pond M5-SB2 4l Po� Filename: Pond AS-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Su mmary: Immediate Total Peak Total Contributing Contributing pisch k Runoff Area Area volume (ac) (ac) (cfs) (ac-ft) In 19.47 1.82 #1 4.250 4,250 Out 17.67 1.82 Filename: Pond M5-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 • Structure Detail: Structure #I (Pond, Sediment Pond M5-SB2 Pond Inputs: initial Pool Elev: 231.00 Initial Pool: 0.42 ac-ft Drop InleRiser t Diameter Riser Height Diameter Barrel Barrel Slope Mannin Spillway Elev (in) (ft) (in) Length(ft) (%) gs n, p y 24.00 4.00 18.00 50.00 1.001 0.0130 231.00 Emergengy Spillway Spillway Elev- Crest Length. Left Right Bottorn (ft) Sideslope Sideslope Width'(ft) 232.00 20.00 3.00:1 3.00:1 10.00 Pond Results: Peak Elevation: 232.24 Dewater Time: 0.53 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge `Dewater Elevation Time (ac) (ac-ft)- (cfs) (hrs) 228.00 0_125 0.000 0.000 228.50 0.130 0.064 0.000 229.00 0.135 0.130 0.000 229.50 0.140 0.199 0.000 230.00 0.146 0.270 0.000 230.50 0.151 0.344 0.000 231.00 0.156 0.421 0.000 Spillway#1 231.50 0.161 0.500 6.886 12.35 232.00 0.166 0.582 15.127 _ 0,20 Spillway#2 232.24 0.169 0.623 17.670 0.10 Peak Stage Filename: Pond M5-5B2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows CopYnght 1998 Pamela J.Schwab cu e...Design 6 Area Capacity Discharge Dewater Elevation 'rime (ac) (ao-ft) (as) (hrs) 232.5C O.171 0.666 20.375 233.00 0.176 0.753 46.357 233.50 0.181 0.843 78.382 234.00 9.186 0.935 123.553 Detailed Discharge Table Combined Elevation Drop inlet Emergency Total (es) Spillway 9 (es) fi Cfs) Discharge e (cfs) 228.00 0.000 0.000 MOM 220.50 0.000 OA00 0.000 229.00 0.0p0 0.000 0.000 229.50 0.000 0.000 0.000 230.00 0.000 0.000 0.000 _ 230.50 0.000 0.000 MUM 231.00 0.000 0.000 0.000 231.50 6.886 0.000 6.886 232.00 15.127 0.000 15.127 232.50 18.526 1.849 20.375 233.00 19.575 26.781 46.357 233.50 20.314 58.068 78.382 234.00 21.027 102.525 123.553 Filename: Pond M5-882.scA Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 ® Sub watershed Hydrology : Y 9Y Detail Time of Peak Runoff Stru SW5 5W5 Area Conc Musk K Musk X Curve UHS Discharge Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 4.250 0.167 0.000 0,000 90.000 TR55 19.47 1.820 4.250 19.47 1.820 Filename: Pond M5-SB2.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triandle Brick Merry Oaks Temporary Sediment Trap M5-TBY e _ Filename: Printed 10-05-2000 SEDCAD 4 for Windows Copyright 1298 Pamela J,Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type H Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename: Printed 10-05-2000 SEDCAD 4 for Windows cis°m�esre oes�gn ie J.scmvae 3 • Structure Networking: SW (Flows Stru Musk. K Type # into) # (hrs) Musk:X Desorption Pond #1 =_> End 0.000 0.000 Sediment Trap M5-TB1 xf Pond 0 Filename', Printed 1M-0 2000 I SEDCAD 4 for Windows 2 gh119a9 S Pamela J. ab LiNl Sothvare Design 4 Structure Summary;, Immediate Total ak , Total Contributing Contributing Disc PebA Runoff Area Area Volume (al (ac) WS) _(ac-ft) K1 In 6.41 0.60 1.46g 1.400 Out 6.36 0.60 Filename: Printed 10-0S-200g SEDCAD 4 for Windows Copyright 1988 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 L&nd,� Sediment Trap M5-TBI Pond Inputs: Initial Pool Elev: 242.50 Initial Pool: 0.13 ac-ft Emergency Spillway Spillway Elev Crest Length Left Right Bottom (ft) 5ideslope Sideslope width(ft) 242.50 8.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 243.14 Dewater Time: 0.53 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time. (ac) (ac-ft) (cl's) (hrs) 238.00 0.011 0,000 0.000 238.56 0.014 0.006 0.000 239.00 0.017 0.014 0.000 239.50 0.021 0.023 0.000 240.00 0.025 0.034 0.000 240.50 0.029 0.048 0.000 241.00 0.034 0.064 0.000 241.50 0.039 0.082 0.000 242.00 0.045 0.103 0.000 242.50 0.053 0.128 0,000 Spillway#1 243.00 0.063 0.157 1.871 12.45 243.14 0.066 0.166 6.383 0.25 Peak Stage 243.50 0.073 0.191 18.268 244.00 0.084 0.230 41.767 Detailed Discharge Table Filename: Printed 10-05-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Cmisonwere Design 6 Combined Emergency Total Elevation Spillway(Cri Discharge (crs) 238.00 0.000 0.000 238.50 0.000 0.000 239.00 0.000 0.000 239.50 0.000 0.000 240.00 0.000 0.000 240.50 0.000 0.000 241.00 0.000 0.000 241.50 0.000 0.000 242.00 0.000 0.000 242.50 0.000 0.000 243.00 1.871 1.871 243.50 1B.268 18.268 244.00 41.767 41.757 Filaments: Printed 10-05.2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design - 7 Subwatershed Hydrology Detail. Time of Peak Runoff Stru SWS SWS Area Conc Musk K Musk X Curve uN5 Discharge Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 1.400 0.167 0.000 0.000 90.000 TR55 6.41 0.599 E 1.400 6.41 0.599 A Filename: Printed 10-05-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triangle Brick MerEy Oaks Permanent Sediment Basin M6-SBI REvised I0-09-00 Filename: Pond M6-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches O Filename: Pond M6-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Cogyfight 1990 Panda J.Schwab Civil SOM1weie Design 3 S Structure Networking; Type 9m (90 Stru Musk. K Musk. % Dmdptian R into) 'DU (hrs) Pond #1 =_> End 0.000 0.000 Sediment Pond M6-SB1 Fl Pond O O Filename: Pond M&SBi sc Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Deslgn 4 • Structure Summary; Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (cis) (ac-ft) In 78.33 7.32 #1 17.100 17.100 Out 71.22 7.32 Filename: Pond M6-SB1,sc4 Printed 10-09-2000 SEDCAD 4 for Windows copyright Xeesgnla J.Schwab Civil Swee Di 5 Structure Detail: 5tructure #1 /Ponds Sediment Pond M6-5B1 Pond Inputs: Initial Pool Ell 219 M Initial Pool: 1.48 ac-ft Drop InleRlser t Diameter Wser Height Unladen -Barrel Barrel Slope Manning's in Spillway Elev (in) (ft) (in) Length(ft) (06) 36.00 4.001 24.00 50.00 1.00 0.0130 219.00 Emergency Soillwav spillway Elev :Cresb:Length Left ' Right Boltom (ft) Sdesdope sideslape Width{k) 220.00 20.00 3.00:1 3.00:1 10.00 • Pond Results: Peak Elevatlon: 221.12 Dewater Tme: O.SS days Dewaterirtg time is calculated fiwn peak stage to lowest 5011 Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater - Elevation Tme (ac) (al fats) long) 216.00 0.430 0.000 0.000 216.50 0.452 0.220 ODDO 217.00 0.474 0.452 O.UOD 217.50 0.497 0.694 0.000 218.00 0.520 0.949 0.000 218.50 0.530 1.211 0.000 219.00 0.540 1.478 0.000 Spillway#1 219.50 0.550 1.751 10.330 13.00 220.00 0.560 2.028 29.217 0.45 Spillway #2 22o.5D 0.570 2.311 36.804 0.20 Filarial Pond Mel sc4 Printed 10-09-2000 SEDCAD 4 for Windows Cap Might 1998 Pamela J.Schwab Ov Sciftam Dealpn 6 Area Capacity Discharge Dewater • Elevation T me (ac) (ac-R) (cis) (hrs) 221.00 0.580 2.598 63.154 0.10 221.12 0.502 2.67D 71.220 0.10 Peak Stage 221.50 0.590 2.891 95.824 222.00 0.600 3.188 141.507 Detailed Discharge Table Combined Drop Inlet Emergency TONI Elevation (CFs) Spillway(Rs) Discharge (ifs) 216.OD D.DOD 0.D00 0.000 216.50 0.000 0.000 0.000 217.00 0.000 O.DDD 0.000 217.50 o.DOD D.DOD 0.000 218.00 D.000 D.000 0.000 218.SD 0.000 0.009 0.000 219.00 0.000 D.ODD 0.000 219.50 10.330 0.000 10.330 220.00 29.217 D.000 29.217 220.50 34.956 1849 36.804 221.00 36.383 26.781 63.164 221.50 37.756 56.068 95.824 222.00 39.082 102.525 141.607 S Filename: Pond 106-581.ac l Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 • Subwatershed Hydrology Detail: Y 9Y lime of Peak Runoff 5tru 5WS SWS Area Conc Musk K Musk X Curve UHS Discharge Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 17.100 0.167 0.000 0.000 90.000 7R55 78.33 7.322 17.100 78.33 7.322 I Filename: Pond M6-SB1.sc4 Printed 10-09-2000 SEDCAD 4 for Windows Copyright 0 Pamela I Schwab Civil Software Design 1 Triangle Brick Merry Oaks Temporm y Sediment Basin M6-TBY s Filename: Pond M6-TB1.sc4 Printed 09-29-2000 SEDCAD 4 for Windows COPhIght 199a Pamela J Schwab Owl Software Daslgn 2 Genera/Information Storm Information: Storm Type: NRCS Type 11 Design Slvnn: 10 yr-24 hr Rainfall Depth: 6.300 inches • Filename: Pond M6-Te1.srb Printed M-29-2000 SEDCAD 4 for Windows DoPp19h11998 Pamela J.Schwab cwii Sommers Design 3 ® Structure Networking: Type SVu (flortows) SVu# Mu(hsk.)K Musk.X Descrip[ion # irrs Pond #1 =_> End I 0.000 0.000 Temporary Setllment Trap MB-TB1 p1 Pond Filename: Pond M6.TB1.scl Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civit Software Des'gn 4 Structure Summmy- Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (cfs) (ac-ft) In 13.28 1.24 #1 2.900 2.900 Out 13.19 1.24 Filename: Pond M6-T81.sc4 Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 (Ponds Temporary Sediment Trap M6-TB1 Pond Inputs: Initial Pool Elev: 221.00 Initial Pool: 0.16 ac-ft Emergency_ Spillway Spillway Elev Crest Length Left Right Bottom (ft) Sideslope Sideslope, width(ft)' 221.00 30.00 3.00:1 3.00:1 10.00 Pond Results: Peak Elevation: 221.55 Dewater Time: 0.51 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 216.00 0.010 0.000 0.000 216.50 0,014 0.006 0.0013 217.00 0.017 0.014 0.000 217.50 0.022 0.024 0.000 218.00 0.026 0.036 0.000 218.50 0.031 0.050 0.000 219.00 0.036 0.066 0.000 219.50 0.041 0.086 0.000 220.00 0.047 0.108 0.000 220.50 0.054 0.133 0.000 221.00 0.061 0.161 0.000 Spillway#1 221.50 0,069 0,194 12.076 12.25 221.55 0.070 0.197 13.191 0.05 Peak Stage 222.00 0.078 0.231 24.153 ODetailed Discharge Table Filename: Pond M6-TBl.sc4 Printed 09-29-2000 SEDCAD 4 for Windows c lyiso t Ix Pamela J.Schwab cwn nmrare Persian 6 Combined o Emergency Total Elevation Spillway (cfs) Dtxharge (crs) 216.00 0.000 0.000 216.50 0.0p0 0.000 217.00 0.000 0.000 217.50 0.000 0.000 21e.00 0.000 0.000 21e.50 0.000 0.000 219.00 0.000 0.000 219.50 0.m0 0.000 220.00 0.000 0.000 220.50 0.000 0.000 zz1.0o 0.000 0.000 221.50 12.076 12.076 222.00 24.153 24153 Filename: Pond M6-TBi.sc4 Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J,Schwab Civii Software Design 7 S rh Su6wate s ed,Hydrology Detail. Time of Peak Runoff Stru SWS SWS Area Conc Musk K Curve Musk X UHS Discharge Volume # # (ac) (hrs) (hrs) Number (cfs) (ac-ft) #1 1 2.900 0.167 0.000 0.000 90.000 TR55 13.28 1.242 2.900 13.28 1.242 Filename: Pond M6-TB1.sc4 Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triangle Brick Merry Oaks Temporary Sediment Trap M6-TB2 { Filename: Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J,Schwab Civil Software Design z General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches • Filename: Printed 10-09-2000 SEDCAD 4 for Windows Coppyw gh11990 Pamela J.Schwab Chi 1 Soflware Design 3 , • Structure Networking: Type Sbu (Flows Stru Musk. K Musk.X Descrip0on # Into) an (hi Pond #1 =_> End 0.000 0,000 Temporary Trap M6-TB2 CI Porn? • Filename: Printed 10-052000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary, Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (cfs). (ac-ft) In 5.96 0.54 #1 1.400 1.400 Out 5.93 0.54 Filename: Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil software Design 5 ® Structure Detail: Structure #1 Pond Temporary Trap M6-TB2 Pond Inputs: Initial Pool Eiev: 226.50 Initial Pool: 0.06 ac-ft Emergency Spillway Spillway Eiev Crest Length Left night Bottom (ft) Sideslope 5ideslope Width(ft) 226.50 8.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 227.12 Dewater Time: 0.52 days Dewatering time is calculated from peak stage to lowest spillway Table Elevation-Capacity-Discharge_ T a e Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 222.00 0.002 0.000 0.000 222.50 0.003 0.001 0.000 223.00 0,005 0.003 0.000 223.50 0.006 0.007 0.000 224.00 0.011 0.011 0.000 224,50 0,014 0.017 0.000 225.00 0.018 0.025 0.000 225.50 0.022 0.035 0.000 226.00 0.026 0.047 0.000 226.50 0.031 0.061 0.000 Spillway#1 227.00 0,036~ 0.078 1.871 Y 12.25 ~ 227.12 0.038 0.083 5.929 0.20 Peak Stage 227.50 0.042 0.098 18.268 228.00 0.048 0.121 41.767 Detailed Discharge Table Filename: Printed 10.09-2000 SEDCAD 4 for Windows Copyright 1996 Pamela J.Schwab Civil Software Design 6 Combined Emergency Total Elevation Spillway(cfs) Discharge (cfs) 222.00 0.000 0.000 222.50 0.000 0.000 223.00 0,000 0.000 223.50 0.000 0.000 224.00 0.000 0.000 224.50 0.000 0.000 225.00 0.000 0.000 225.50 0.000 0.000 226.00 0.000 0.000 226.50 0.000 0.000 227.00 1.871 1.871 227.50 18.268 18.268 228.00 41.767 41.767 • • Filename: Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 ® Subwatershed Hydrology Detail: Y Time of Peak Runoff Stru 5W5 SWS Area Cons Musk K Musk X Curve Peak Discharge Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 1.400 0.167 0.000 0.000 85.000 TR55 5.96 0.535 1.400 5.96 0.535 e Filename: Printed 10-09-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triangle Brick fir- Oaks Temporary Sediment Basin R-TBI Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1 We Pamela I SCM1wdb Civil SnRwere ensign 3 ® Structure Networking; .type Stru (Flaws Stru Musk. K Musk.% Descripbon # Into) it (hi* - Pond #1 =_> End 0.000 0.000 Basn R-TB1 AI lord s • Filename: Printed C9-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary, Immediate Total Peak Total Contributing Contributing Runoff Area Area Discharge Volume (ac) (ac) (Cfs) (ac-ft) In 3.34 0.30 #1 0.784 0.784 Out 3.31 0.30 Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure #1 (Ponds Basin R-TBI Pond Inputs: Initial Pool Elev: 225.50 Initial Pool: 0.05 ac-ft Emergency Spillway Spillway'Elev Crest Length Left Right Bottom (ft) Sideslope Sideslope Width(ft) 225.50 8.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 226.04 Dewater Time: 0.53 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) ' (ac-ft) (cfs) •(hrs) 224.00 0.022 0.000 0.000 224.50 0.031 0.013 0.000 225.00 0.040 0.031 0.000 225.50 0.051 0.054 0.000 Spillway#1 226.00 0.064 0.082 1.871 12.45 226.04 0.065 0.086 3.30E 0.15 Peak Stage 226.50 0.076 -0.117 18.268 227.00 0.089 0.159 41.767 Detailed Discharge Table • Filename: Printed 09-29-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab 6 Civil Software Design Combined Emergency Total Elevation Spillway cfs p Y( ) Discharge (crs) 224.00 0.000 0.000 224.50 0.000 0.000 225.00 0,000 0,000 225.50 0.000 0.000 226.00 1.871 1.871 226.50 18.268 18.268 227.00 41.767 41.767 Filename: Printed 09-29-2000 SEDCAD 4 for Windows CM SooaUam oesig W J.SCMva6 7 ® " Subwatershed Hydrology Detail; Time of weak Runoff Stru SWS SWS area Conc Musk MuskK Curve UHS Discharge volume # # (ac) (hrs)' Number (hrs) (cfs) (arR) #1 1 OJ84 0.167 O.WO 0.000 85.000 T 55 1 3.34 0.300 E 0.784 3.34 0.300 • • Filename: Pnnk:d 09-29"2D00 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Cosign Triangle Brick Merry Oaks Temporary Sediment Pond R-T82 Filename: Pond R-TB2.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civit Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename: Pond R-TB2.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Doienaht 199e Pamela J.srnwan CM sore ere Design 3 ® Structure Networking: SUU (flows Btro Musk. K Type # into) # (his) Musk. X Desmptioh Pond #1 ==> End 0.000 D.00D Pond R-TB2 PI Prmd • Filename: Pond R-TB2.sW Pnnted 1M2-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 S Structure Summary., Immediate Total Peak Total Contributing Contributing Discharge Runoff Area Area Volume (ac) (ac) (cfs) (ac-ft) In 11.50 1.03 #1 2.700 2.700 Out 11.32 1.03 • Filename: Pond R-TB2.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 e . � Structure Detail. Structure #1 Pond) Pond R-T52 Pond Inputs: Initial Pool Elev: 254.50 Initial Pool: 0.20 ac-ft Emergency Spillway Spillway Elev Crest Length Left Right Bottom (ft)• Sideslope Sldeslope• • Widthl(ft) 254.50 10.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 255.31 Dewater Time: 0.59 days Dewatering t/me is calculated from peak stage to lowest spillway • Elevation-Capacity-Discharge Table Area capacity Discharge Dewater Elevation Tine (ac) (ac-ft) (ds) (hm) 252.00 0.062 0.000 0.000 252.50 0.069 0.033 0.000 253.00 0.076 0.069 0.000 253.50 0.083 0.108 0.000 254.00 0.090 0.152 0.000 254.50 '0.099 0.199 0.000 Spillway#1 255.00 0.108 0.251 1.087 13.15 255.31 0.114 0.286 11.323 1.10 Peak Stage 255.50 0.117 0.307 17.415 256.00 0.126 0.368 40.666 Detailed Discharge-Table • Filename: Pond R-TB2•so4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab 6 Civil Software Design Combined Elevation Emergency Total Spillway(cfs) Discharge (cfs) 252.00 0.000 0.000 252.50 0.000 0.000 253.00 0.000 0.000 253.50 0.000 0.000 254.00 0.000 0.000 254.50 0.000 0.000 255.00 1.087 1.087 255.50 17.415 17.415 256.00 40.666 40.666 Filename: Pond R-TB2.Sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 199E Pamela d,Schwab Civil Software Design 7 Sub watershed Hydrology Detail; Y 9Y Time of Musk K Curve Peak Runoff Stru SWS SWS Area Conc Musk X UH5 Discharge- Volume # # (ac) (hrs), Number (hrs) (cfis) (ac-ft) #1 1 2.700 0.167 0.000 0.000 85.000 TR55 11.50 1.032 2.700 11.50 1.032 Filename: Pond R-TB2.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela I Schwab Civil Software Design 1 Triangle Brick Merry Oaks Temporary Sediment Trap R-TB3 Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 10 yr-24 hr Rainfall Depth: 5.600 inches Filename: Printed 10-06-2000 SEDCAD 4 for Windows CONrIgh11%a Pamela J.Schwab Curl Software Design 3 • Structure Networking: Type Stru. (Floes.' Stru' Musk. K Musk% OPscrlpCon # inta) # (hm) Pond #1 ==> End 0.000 0.000 Tempo2ry Trap R-T&3 II Po7 • Filename: Printed 10-00-2000 SEDCAD 4 for Windows Copyright 1998 Pamela I Schwab Civil Software Design 4 Structure Summary. Immediate Total Total peak Contributing Contributing Runoff Area Area Discharge Volume (ac) (ac) (cfs) (ac-ft) In 13.99 1.24 #1 3.800 3.800 Out 13.72 1.24 s Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 ® Structure Detail: Structure #.1 (Ponds Temporary Trap R-TB3 Pond Inputs: Initial Pool Elev: 236.50 Initial Pool: 0.32 ac-ft Emergency Spillway Spillway Elev Crest Length Left Right 'Bottom (ft) Sideslope Sideslope Width(ft), 236.50 10.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 237.39 Dewater Time: 0.61 days Dewatering time is calculated from peak stage to lowest spillway Elevation-Capacity-Discharne Table Area Capacity Discharge Dewater Elevation Time (ac) .(ac-ft), (cfs) (hrs) 232.00 0.037 0.000 0.000 232.50 0.043 0.020 0,000 233.00 0.050 0.043 0.000 233.50 0.057 0.070 0.000 234.00 0.064 0.100 0.000 234.50 '0.073 0.134 0.000 235.00 0.081 0.173 0.000 235.50 0.090 0.216 0.000 236.00 0.100 0.263 0.000 236.50 0.110 0.315 0.000 Spillway#1 237.00 0.121 0.373 1.087 13.30 237.39 0.130 0.422 13.719 1.25 Peak Stage 237.50 0.132 0.436 17.415 238.00 0.144 0.506 40.666 Detailed Discharge Table Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1996 Pamela J.Schwab Civil Software Design 6 Combined Emergency Total Elevation Spillway ds p Y( ) Discharge (ds). 232.00 0.000 0.000 232.50 0.000 0.000 233.00 0.000 0.000 233.50 0.000 0.000 234.00 0.000 0.000 234.50 0.000 0.000 235.00 0.000 0.000 235.50 0.000 0.000 236.00 0.000 0.000 236.50 0.000 0.000 237.00 1.087 1.087 237.50 17.415 17.415 238.00 40.666 40.666 I • Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 ® ersh d Hydrology Detail:Subwat Time of Peak Runoff Stru SWS SW5 Area Conc Musk K Musk X Curve� 'UIiS Discharge Volume # # {ac) (hrs) (hrs) Number (CfS)' (ac-ft) #1 1 3.800 0.167 0.000 0.000 85.000 TR55 13.99 1.243 3.800 13.99 1.243 e • Filename: Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Triangle Brick Merry Oaks Temporary Sediment Trap R-TB4 Filename: Pond R-TB4.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1990 Pamela J.Schwab Civil Software Design Z General Information Storm Information; Storm Type: NRCS Type II Design Storm: 10 yr-24 hr Rainfall Depth: 5.600 inches s Filename: Pond R-TB4.so4 Printed 10-06-2000 SEDCAD 4 for Windows CivP18�erc Design smwae 3 ® Structure Networking: Type 5[ru. (flaws S[ru Musk. K Musk X Descdptlon - # iika) # (hrs) Pond #1 ==> End 0.000 0.000 Temporary Tmp R-Mel CI pond • Filename: Pond R-TB4.srA Pdnted 10-05-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary; 0 Immediate Total peak Total Contributing Contributing Discharge Runoff Area Area Volume, (ac) (ac) (`fs) (ac-ft) In 1.62 0.14 #1 0.439 0.439 out 1.56 0.14 0 Filename: Pond R-TS4.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 Structure Detail: Structure#1 (Ponds Temporary Trap R-TB4 Pond Inputs: Initial Pool Elev: 228.50 Initial Pool: 0.05 ac-ft Emergency Spillway Spillway Elev Crest Length Left Right Bottom (ft) Sideslope Sideslope Width(ft) 228.50 6.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 228.78 Dewater Time: 0.51 days Dewatenng time is calculated from peak stage to lowest spillway • Elevation-Capacity-Discharge Table Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft) (cfs) (hrs) 226.00 0.010 0.000 0.000 226.50 0.014 0.006 0.000 227.00 0.018 0.014 0.000 227.50 0.022 0.024 0.000 228.00 0.027 0.036 0.000 228.50 0.034 0.052 0.000 Spillway#1 228.78 0.038 0.062 1.561 12.25 Peak Stage 229.00 0.042 0.071 2.817 229.50 0.050 0.093 19.142 230.00 0.058 0.120 42.884 Detailed Discharge Table Filename: Pond R-TB4.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 9998 Pamela J.Schwab Civil Software besign 6 Combined Emergency Total Elevation Spillway cf5) P Y( Discharge (cfs) 226.00 0.000 0.000 226.50 0.000 0.000 227.00 0.000 0.000 227.50 0.000 0.000 228.00 0.000 0.000 228.50 0.000 0.000 229.00 2.817 2.817 229.50 19.142 19.142 230.00 42.884 42.884 Filename: Pond R-TB4.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 ® Subwatershed Hydrology Detail: Y 9Y Time of Musk K Curve Peak Runoff Stru SW5 5WS Area Conc Musk X UHS Discharge Volume # # (ac) (hrs) Number (hrs} (cfs) (ac-ft) #1 1 0.439 0.167 0.000 0.000 85.000 TR55 1.62 0.144 E OA39 1.62 0.144 • Filename: Pond R-TB4.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Resign Triangle Brick MeEa Oaks Temporary Sediment Trap R-TBS s _ Filename: pond R-TB5.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyn.ght 1998 Pamela J.Schwab Civil Software Design 2 Genera/Information Storm Information; Storm Type: NRCS Type II Design Storm: 10 yr-24 hr Rainfall Depth: 5.600 Inches s Filename: Pond R-TB5.sc4 Printed 10-06-2000 SEDCAD 4 for Windows copydgnt+ggB Pamela J.Schwan cr i, 6 flwme Design 3 Structure Networking: Stru (Flours 'Stru Musk. K Type 'A Irmo) #_, (hn�, Musk X Descrlptlon Pond 81 =_> End 0.000 0.000 Temporary Trap R-TBS 01 PoIK1 • Filename', Pond R.TB5.sni Printed 10-06-200D SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 4 Structure Summary: Immediate Total Total Peak Contributing Contributing ROW Area. Area Discharge Volume (ac) (ac) WS) (ac-ft) In 1.37 0.12 #1 0.372 0.372 Out 1.33 0.12 Filename: Pond R-TB5.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 r - Structure Detail, Structure #1„(Ponds Temporary Trap R-TB5 Pond Inputs: Initial Pool Elev: 242.50 Initial Pool: 0.04 ac-ft Emergency Spillway Spillway Elev Crest Length Left Right Bottom M Sideslope 5ideslope Width'(ft) 242.50 6.00 3.00:1 3.00:1 5.00 Pond Results: Peak Elevation: 242.74 Dewater 11me: 0.51 days Dewatering time is calculated from peak stage to lowest spillway • Elevation-Capacity-Discharge Table' Area Capacity Discharge Dewater Elevation Time (ac) (ac-ft): (ds) (hr�) 240.00 0.003 0.000 0.000 240.50 0.006 0.002 0.000 241.00 0.010 0.006 0.000 241.50 0.016 0.013 0.000 242.00 0.023 0.023 0.000 242.50 0.030 0.036 0.000 Spillway#1 242.74 0.035 0.044 1.329 12.20 Peak Stage 243.00 0.039 0.053 2.817 243.50 0.048 0.075 19.142 244.00 0.059 0.102 42.884 Detailed Discharge Table Filename: Pond R-TB5.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design Combined Elevation Emergency Total Spillway(cfs) Discharge (cfs) 240.00 0.000 0.000 240.50 0.000 0.000 241.00 0.000 0.000 241.50 0.000 a.00a 242.00 0.000 0.000 242.50 0.000 0.000 243.00 2.817 2.817 243.50 19.142 19.142 244.00 42.884 42.884 Filename: Pond R-TB5.sc4 Printed 10-06-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 7 • Subwatershed Hydrology Detail: Y 9Y Time of Peak Runoff Stru SWS SW5 Area Conc :Musk K Musk X Curve UH5 Discharge. Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 0.372 0.167 0.000 0.000 85.000 TR55 1.37 0.122 0.372 1.37 0.122 • Filename: Pond R-T$5.sc4 Printed 10-06-2000 APPENDIX C TYPICAL DITCH DESIGN AND HYDROLOGY s • SEDCAD 4 for Windows Copyright 19BB Pamela J.Schwab Civil Software Design Triangle Brick - Merry Oaks Facility Typical Roadside Ditch and Typical Diversion Ditch Design Filename:Typical Roadside Ditch.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 2 General Information Storm Information: Storm Type: NRCS Type II Design Storm: 25 yr-24 hr Rainfall Depth: 6.300 inches Filename:Typical Roadside Ditch.sc4 Printed 10-02-2000 SEDCAD 4 for Windows CapyMght1BBa Pamela J.a was 0aSO%am Daman 3 O Structure Networking; Type SW (flows S[ru Musk:K Musk. % 0es61pdon # intc) # (hrs) . Channel #1 =_> End 0.000 0.000 Typical roadside ditch JI Chan? Filename:Typical Roadside Ditch.scal Printed 10.02-2D00 SEDCAD 4 for Windows Copyright 1898 Pamela J.Schwab Civil Software Design 4 Structure Summary, Immediate Total Total Contributing Contributing Peak Runoff Area Area Discharge Volume (ac) (ac) (Cfs) (ac-ft) #1 5.000 5.000 21.29 1.91 e Filename:Typical Roadside Ditch.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 5 ® tr � " - S ucture Detail: structure #11VeOetated Channell Typical roadside ditch Triangular Vegetated Channel Inputs: Material: Grass mixture Left Right Freeboard Limiting 9 Freeboard Freeboard 9 Retardance Sideslope Sideslope Slope(%) Classes Depth Mult. x Velocity Ratio Ratio ep (ft) %of Depth (VxD) (fps) 3.0:1 3.0:1 0.5 D, B 5.0 Vegetated Channel Results: Stability Stability: Capacity Capacity Class D w/o Class 6w/ Class'B•w/o Class B w/ Freeboard Freeboard, Freeboard. Freeboard Design Discharge: 21.29 cfs 21.29 cis Depth: 1.88 ft 2.77 ft Top Width: 11.30 ft 16.61 ft Velocity: 2.00 fps 0.93 fps X-Section Area: 10.64 sq ft 22.99 sq ft Hydraulic Radius: 0.893 1.313 Froude Number: 0.36 0.14 Roughness Coefficient: 0.0488 0.1364 e Filename:Typical Roadside Ditch.sc4 Printed 10-02-2000 SEDCAD 4 for Windows Copyright 1998 Pamela J.Schwab Civil Software Design 6 Sub watershed Hydrology Detail; Time of Peak Runoff Stru SW5 SW5 Area Conc Musk K Musk X Curve u}15 Discharge Volume # # (ac) (hrs) Number (hrs) (cfs) (ac-ft) #1 1 5.000 0,167 0.000 0.000 85.000 TR55 21.29 1.911 5.000 21.29 1.911 Filename:Typical Roadside Ditch.sc4 Printed 10-02-2000 APPENDIX D OUTLET PROTECTION CALCULATIONS DESIGN OF RIPRAP OUTLET PROTECTION '• Project Triangle Brick- Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID Sediment Pond M3-SB1 Calculated discharge Q 43 cfs Calculated discharge velocity V ft/sec Outlet elevation of pipe Inv(out) 219 feet Outlet pipe diameter Do 24 inches Tailwater elevation Tw 220 feet Tailwater condition JMlnimum tailwater d(50) Riprap size d(50) 0.9 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 21 feet (from Figure B.06a or 8.06b) Calculations Riprap apron width at pipe outlet 6.00 feel ® Riprap apron width at apron outlet W 23.0 feet Maximum stone diameter d(max) 1.35 feel - Riprap apron thickness 2.03-feet DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID Sediment Pond M3-SB2 Calculated discharge O 18 cfs Calculated discharge velocity V ftlsec Outlet elevation of pipe Inv(out) 222 feet Outlet pipe diameter Do 18 inches Tailwater elevation Tw 223 feet Tailwater condition Maximum tailwater d(50) Riprap size d(50) 0.6 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 12 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet Riprap apron width at apron outlet W 6.3 feet Maximum stone diameter d(max) 0.9 feet Riprap apron thickness 1.35 feet ® DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date October 6, 2000 Outlet ID Sediment Pond M3-SB3 Calculated discharge Q 35 cfs Calculated discharge velocity V ftfsec Outlet elevation of pipe Inv(out) 225 feet Outlet pipe diameter Do 24 inches Tailwater elevation Tw 226 feel Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.4 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 11.5 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 6.00 feet !• Riprap apron width at apron outlet W 13.5 feet Maximum stone diameter d(max) 0.6 feet Riprap apron thickness 0A0 feet DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID Sediment Pond M4-SB1 Calculated discharge O 40 cfs Calculated discharge velocity V ft/sec Outlet elevation of pipe Inv(out) 211.75 feet Outlet pipe diameter Do 18 inches Tailwater elevation Tw 212.5 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 1.2 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 22 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet Riprap apron width at apron outlet W 23.5 feet Maximum stone diameter d(max) 1.8 feet Riprap apron thickness 2.70 feet • DESIGN OF RIPRAP OUTLET PROTECTION ® Project Triangle Brick - Merry Oaks Project No, 0757-0015 Date June 1, 2000 Outlet I❑ Sediment Pond M4-SB2 Calculated discharge O 20 cis Calculated discharge velocity V ftlsec Outlet elevation of pipe Inv(out) 220 feet Outlet pipe diameter Do 18 inches Tailwater elevation Tw 220.5 feet Tailwater condition Minimum tailwater d(50) Riprap size - d(50) 0.7 feet (from Figure 8.08a or 8.06b) Minimum apron length L(a) 18 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet O Riprap apron width at apron outlet W 19.5 feet Maximum stone diameter d(max) 1.05 feet Riprap apron thickness 1.58 feet • DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID Sediment Pond M5-SB1 Calculated discharge Q 42 cfs Calculated discharge velocity V ft/sec Outlet elevation of pipe Inv(out) 221 feet Outlet pipe diameter Do 24 inches Tailwater elevation Tw 222 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.8 feel (from Figure 8,06a or 8.06b) Minimum apron length L(a) 21 feet (from Figure 6.06a or 8.06b) Calculations Riprap apron width at pipe outlet 6.00 feel Riprap apron width at apron outlet W 23.0 feet • Maximum stone diameter d(max) 1.2 feet Riprap apron thickness 1.80 feet • I • DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1. 2000 - Outlet ID Sediment Trap M5-SB2 Calculated discharge Q 17 cfs Calculated discharge velocity V ft/sec Outlet elevation of pipe Inv(out) 226 feet Outlet pipe diameter Do 18 inches Tailwater elevation Tw 226.5 feel Tailwater condition IMinimum tailwater d(50) Riprap size d(50) 0.5 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 11 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet • Riprap apron width at apron outlet W 12.5 feet Maximum stone diameter d(max) 0.75 feet Riprap apron thickness 1.13 feet • DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick- Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID Sediment Pond M6-SB1 Calculated discharge O 37 cfs Calculated discharge velocity V fUsec Outlet elevation of pipe Inv(out) 212 feet Outlet pipe diameter Do 24 inches Tailwater elevation Tw 213 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.9 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 19 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 6.00 feet - Riprap apron width at apron outlet W 21.0 feet Maximum stone diameter d(max) 1.35 feet Riprap apron thickness 2.03 feet s � ® DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR1 Calculated discharge O 36.1 cfs Calculated discharge velocity V ft/sec Outlet elevation of pipe Inv(out) 245.5 feet Outlet pipe diameter Do 36 inches 3 pipes Tailwater elevation Tw 246 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.6 feet (from Figure 8.06a or 8 06b) Minimum apron length L(a) 20 feel (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 9.00 feet ® Riprap apron width at apron outlet W 23.0 feet Maximum stone diameter d(max) 0.9 feet Riprap apron thickness 1.35 feet DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR2 Calculated discharge Q 5 cfs Calculated discharge velocity V fUsec Outlet elevation of pipe Inv(out) 253 feet Outlet pipe diameter Do 18 inches Tailwater elevation Tw 253 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.3 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 9.5 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet Riprap apron width at apron outlet W 11.0 feet • Maximum stone diameter climax) 0.45 feet Riprap apron thickness 0.68 feet DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR3 Calculated discharge O 6 cfs Calculated discharge velocity V if/sec Outlet elevation of pipe Inv(out) 261.75 feet Outlet pipe diameter Do 16 inches Tailwater elevation Tw 261.75 feet Tailwater condition Minimum tailwaler d(50) Riprap size d(50) 0.3 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 9.5 feet (from Figure 8.06a or 8.05b) Calculations Riprap apron width at pipe outlet 4.50 feet ® Riprap apron width at apron outlet W 11,0 feet Maximum stone diameter d(max) 0.45 feet Riprap apron thickness 0.68 feet • DESIGN OF RIPRAP OUTLET PROTECTION S Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR4 Calculated discharge O B cfs Calculated discharge velocity V fUsec Outlet elevation of pipe Inv(out) 232 feet Outlet pipe diameter Do 1B inches Tailwater elevation Tw 232 feet Tailwater condition Minimum tailwater d(50) Riprap size - d(50) 0.3 feet (from Figure 8.06a or 8.O6b) _ Minimum apron length L(a) 9.5 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet Riprap apron width at apron outlet W 11.0 feet - • Maximum stone diameter climax) 0.45 feet Riprap apron thickness 0.68 feet ® DESIGN OF RIPRAP OUTLET PROTECTION Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR5 Calculated discharge O 60 cfs Calculated discharge velocity V fUsec Outlet elevation of pipe Inv(out) 225 feet Outlet pipe diameter Do 42 inches Tailwater elevation Tw 226 feet Tailwater condition IMinimum tailwater d(50) Riprap size d(50) 0.7 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 21.5 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 10.50 feet Riprap apron width at apron outlet W 25.0 feet Maximum stone diameter d(max) 1.05 feet Riprap apron thickness 1.58 feet • DESIGN OF RIPRAP OUTLET PROTECTION o Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR6 Calculated discharge Q 17 cfs Calculated discharge velocity V fttsec Outlet elevation of pipe Inv(out) 228 feet Outlet pipe diameter Do 24 inches Tailwater elevation Tw 229 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.4 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 11.5 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 6.00 feet Riprap apron width at apron outlet W 13.5 feet .® Maximum stone diameter d(max) 0.6 feet Riprap apron thickness 0.90 feet DESIGN OF RIPRAP OUTLET PROTECTION .� Project Triangle Brick - Merry Oaks Project No. 0757-0015 Date June 1, 2000 Outlet ID HR7 Calculated discharge O 7 cfs Calculated discharge velocity V fttsec Outlet elevation of pipe Inv(out) 243 feet Outlet pipe diameter Do 18 inches Tailwater elevation Tw 243 feet Tailwater condition Minimum tailwater d(50) Riprap size d(50) 0.3 feet (from Figure 8.06a or 8.06b) Minimum apron length L(a) 9.5 feet (from Figure 8.06a or 8.06b) Calculations Riprap apron width at pipe outlet 4.50 feet • Riprap apron width at apron outlet W 11.0 feet Maximum stone diameter d(max) 0.45 feet Riprap apron thickness 0.68 feet C� TRIANGLE BRICK COMPANY INDEXMERRY OAKS MINE #1 MINING PERMIT RENEWAL 191D RP�� COVER SHEET . . . . . . . . .. .. .. .. .. .. ....._... ... . _.......................................... . 1 ion a6 mp,LL PROPO3ED MINING PLAN . ... .... .......... ............................ . 2 NOR 111 I :ROSION COM 1, 101. PLAN (SHEET 1 OF 2) . .................................. . 3 t I:TN CONTROL PLAN (SHEET 2 OF 2) . ............. ..... ........... . 4 i PLAN (SHEET 1 OF 2) . .. .. .. .. .............. ....... ... .. .. .. ..... .. .. .. .. . . 5 0 1 LAN (SHEET 2 OF 21 .. ...... .. . .. _ .. .. .. .. .. ...... . .. ..... ......... . 6 OAKS "' 1 'isn sn " ,,.' - —1 ' DNS - SECTIONS, AREA M-3 AND AREA M-4 . ............... . 7 LANE - SECTIONS, APEA M-5 AND AREA M-6 . ............... . 8 0 SITE t IlfCLAMATION PLAN (SHEET 1 OF 2) . ........................................... . 9 im, i ECt.AMATION PLAN (SHEET 2 OF 2). ........................................... . 10 EIl w"310N CONTROL DETAILS ... ....... 11 s LOCATION SKETCH T o ._ MN CONTROL DETAILS ........................ ................................ . 12 NOT TO SCALE rHAM c0 FI J U K E • ® ® 0 6f/ McIUM&CREM k4N ENGINEERS • PLANNERS • SURVEYORS WI-MINGTON, NORTH CAROLINA RALEIGH, NORTH CAROLINA SMITI-IFIELD, NORTH CAROLINA �_1 d — ... PREVIOU LY 'PERMITTED Filif=UTURE MING AREA �. mi I--BE RE-VECE ATED AFTER_ 1NINGAPPROXIMATE LIMITS OF MINING DISTURBANCE REA AS OF . 6 1 /2 00 L ACTIVE MINING AREA .� TING SCiDI 01 R, wj1 IF 41 I} waaw o _ — -� f EXISTING FACILITY ." EY.. TING t51 FACILITY r ref ;. LAGOON I t ° 1 A l - 1- e I 0 e e v a u. LEGEND 1. MA�AP COMPILED BY STEREOPHOTOGRAMMETRIC 3. CONTRACTOR SHALL VERIFY THE LOCATION 200 100 C 400 600 f METHOD IN ACCORDANCE WITH NATIONAL MAP OF ANY EXISTING U11L1 TIES PRIOR TO 4 EXISTING PROPERTY & ACCURACY STANDARDS FROM AERIAL CONSTRUCTION AND ADVISE THE OWNER �-- - - MINING DISTURBANCE BOUNDARI' - - - - " " - " " - " " - " — MINING PERMIT BOUNDARY PHOTOGRAPH, DATED 1988. ELEVATIONS AND ENGINEER OF ANY CONFLICTS. EXISTING CONTOURS - ----- -- --- PROPERTY LINE _ - - - SHOULD BE FIELD VERIFIED PRIOR TO EXISTING PONDS OR STREAMS— — — — BUFFER BOUNDARY— — — — — — SCALE 1 " = 200' — — — CONSTRUCTION. 4. WETLANDS NOT DELINEATED. EXISTING TREE LINE INDIVIDUAL MINE BOUNDARY (AFFECTED ACREAGE) . .e. •.. SURVEY TO BE CONDUCTED 2. NO MINING EXCAVATION SHALL OCCUR EXISTING ROADS -- PRIOR TO DISTURBANCE. PROPOSED ROAD WITHIN THE 50' BUFFER ZONE. NO GRID � �0°0 POTENTIAL WETLANDS AREA 5. SITE NOT IN 100-YR FLOOD PLAIN PER EXISTING POKER EASEMENT CHATHAM COUNTY FLOOD INSURANCE RATE TOPSOIL STOCKPILE MAP PANEL 370299 0150 B DATED JULY 16, 1991. _ 1S /AiC `3r, 1_>;r�ls!Sn T4�1 ("/^^� --!_ - Si;PJ.E 5!EET CSD. Z 'k, S.5lpi _ �� '*a.® Triangle Brick �o rri any L, - %h4T[� 5,?t!/�'JOD HORIZONThL- 1161 4 1� Merry Oaks Mine #1 oVEPE _L PHoPo���a ME 418TC016 1° 2 zr4 f 4 J -3 ;\I l i----- P.C_ r a " 1 ; ^ q .p T 41 ENGINEER P (fd !?GS • SURVEYORS I LAN Yc'ttTIG.J: i r�ens�u PLR wdo aunuir coumuns s/ a cro n� F< 9) ."-; ^" ^' `_ ® '�_—� ,• � t1s_ YJILhIINGTOPI, NORM CAId LINA RALEIGH, NORIII CARULINA >LI '� e ..YS-.. _ 67 ',3' x� AnhF i ,�_ � �,,. „I_„ UD i+17 X-nnk- ,_T�1 SMIII ILII LO, fvURTII CN20-INA Renewra �A If i �-•� CULVERT 38 INCH CIA RCP 'INV [Niff ` INV OUT 45.5 � 5I LENGTH S,i - SLOPE 2.7X /` 1. MAP COMPILED BY STEREOPHOTOCRAMMETRIC METHOD IN ACCORDANCE WITH NATIONAL MAP h j ✓ / / - STANDARDSACCURACY AERIAL PHOTOGRAPH, DATED 1988. ELEVATIONS 1LVERT HI / I I SHOULD BE FIELD VERIFIED PRIOR TO 15 INCH pIA OUTLET PROTECTION - lv IN f=26,7.D�� 2 WIOIHI MINING HER EXCAVATION0 BUFFER ZONE. OCCUR NC71Sjai0' � I �,�� yDPE=Baz T !nAA ssoIMENT TRAP R lez -. /:. ' - 3. CONTRACTOR SHALL VERIFY THE LOCATION 9 Ae2.T ACRES - 875 Or P=VICtR ETEIV .. 1 c r' 'I i ,I OF ANY EXISTING UTILITIES PRIOR TO CON,e]5 CF PftOWOED O EIEY 254.5 ( ra. EXISTING DIVERSION DITCH ANDSENG ENGINEER OF AIdYN AND VCONFLICTS.ISE THE WNER CONSTRUCTED TO PIT AREA 1 <, ' I TEMPORARY SILT FENCE rrr \ .l z w �., h. WETLANDS NOT DELINEATED. •� LLw SURVEY TO BE CONDUCED c 5 - N PER , e ' / SITE NOT INII ORBANCE. PLAT -- CHATHAM COUNTY FLOOD INSURANCE RATE ULY PANEL 70299 0150 B DATED i M \ . 3 r r 1 G. CHECK DAMS AND SILT FENCE DOWNSTREAM OF SEDIMENT TRAPS AND BASINS TO BE MAINTAINED DURING CONSTRUCTION OF TRAPS AND BASINS ONLY. ( O THESE MEASURES MAY BE REMOVED AFTER VEGETATION HAS BEEN ESTABLISHED ON THE BASINS AND TRAPS. ACTWE MINING AREA —1 2DI m 1.4 ACRES. 20 OF STORAGE SEDIMENT TRAP M5-IBl l r :� - '. rr TE PORARY 0 REWIRED ... ' t ' 6, 75 STORAGE PROVIDED AT ELEVATION2425 ' '-. I .� �- I LEGEND ,, I1 7EMPORA YCHECK OAMQ EXISTING PROPERTY & i I MINING PERMIT BOUNDARY m— — — EXISTING CONTOURS - -- --- --WULETPROTECIICN _ r PONDS NE STREAMS FORD BOTTOMEXISTING TREE I ELEvanoN-z3e.o / � .. I EXISTING ROADS CULVERT HR3 18 INCH DIA RCP ' , ' I NO GRID �°N) INV (TUT 260J5 - ' INV - PROPERTY LINE LENOI}f36' - q► \ // I — — — — SLOPE=M.os ® I _ ®. �.. I BUFFER BOUNDARY - �, 4C) A +, INDIVIDUAL MINE BOUNDARY (AFFECTED GE) 0 \ _ I 'ECTED ACREAGE) J�O EX STEIG POWER EASEV,ENTESTIMATED WETLANDS E — '' 111 MINING DISTURBANCE BOUNDARY � (Ti — — — — ' ' - PROPOSED CONTOURS ' - OJQ� " I 1 PROPOSED DIVERSION DITCH PROPERTY LINE (T i PROPOSED DITCH 1 —ESTIMATED 50' WETLA - APPRVRE•UIE LIMITS c'�". > - - I I - I PROPOSED ROAD — ' — _ _ _ OF ENSUING SEDIMENT BASED BUFFER BOUNDARY (TYP)—BUFFER (TYP) , ' (Sat). ... I _ __--.- <..�— � _ �_ � - __ _. � . ._ .._ _ �� � <_ _-- -- _ ---- ._ :J � POTCNTIAL WETLANDS AREA If TOPSOIL STOCKPILE �- ESIIMAE 50' WETLANDS 1€MEDICIISILT - NAI BUFFER rYP) fill \ � 1 oilIBJQ1�N CAL NOTES: 1. OUTLET PROTECTION FOR CULVERTS UNDER ` CULnIERT i PROPOSED HAUL ROAD TO EXTEND TO FINAL r p 1 t, I I WATER SURFACE ELEVATION. . , I .. a 1nlParnrtY SEDIMENT mAF,Ms-TB1 ��' TEMP MY SEDIMENT TRAP T 1 2. TEMPORARY SILT FENCE AND CHECK DAMS ahss a RIrRM �� --FINAL DAI ACRES �on.o.e ACRES I TO BE CONSTRUCTED PRIOR TO CONSTRUCTION 6,4]5 OF ATIXiAOE REWIRED " 1,450 CF S10RAGE REWIRED . �475 OF PRovmm E ELLv zszD. ,�.. z5oo OF PROVIDED o Euev 225. I OF SEDIMENT TRAPS AND BASINS AND TO BE i TEMPORARY SILT FENCE CO I MAINTAINED UNTIL TRAPS AND BASINS ARE COMPLETED. Pow BOTTOM e�/ gip. /� �� � f W I I 3. ALL BASINS AND TRAPS TO BE SEEDED IMMEDIATELY 1 ELEVARON-221.0 s® I FOLLOWING CONSTRUCTION. 4. 1 V t u rlllnlry 5 WORKING DAYS OF EXPOSURE. i CLISS B RIPRAP \ I .. J4JO I GLASS B RIPRAP TEMPO PROIECNCIN ART CHECK DAMJQ C / , I .WTLE „ ELEVADCN-2 8.0 CLASS BRIPRAP Q I PERMANENT SEDIMENT POND M5-581 q/ �® If DA- 217 ACRES / 39.000 CF STORAGE REQUIRED 39,200 OF PROVIDED O EIEV 225.0 PRINCIPAL 30- A 5.G B IA.-,3RJ Eq���22 / I II II D N IlE4__. s, ._ BARREL DIA m 24 I CEL I - EMERGENCY SPILLED Y EL - 228, e EMERGENCY SPILLW Y IFNG 30 FEET , # y 4 ' UISiGPI DITCH.(TYP)� ' � NORTkZ DIVERSION DITCH DYP) SEE I ETAIL ON 9TEET 11 - CUS IS B RIPRAP SEE DETAIL ON SHEET 11. r I ® / TEMPORARY CP DAM/ROI I OUTLET PROIEC110N YH/ I CUSA B RIPRAP I I ® L ISO SD 0 100 200 300 CLASS ..,RIPRAP 1 PERMANENT SEACRES P MIFINAL DAI brrRl D M I POND BOTPOM 8.275 OF STORAGE REQUIRED I - ELEVATION-227.0 14,200 OF PROVIDED O Et EV 232110 + - SCALE 1 - 100' PERMAN NT EN POND S VI B2 § — �f' I POND BOTTOM -. SUAL BARRIER BERM Di 4.2� ApCRE PRINCIPAL SPILLWAY EL - 0 231. Y ELEVATION-228.0 5 CF $T R WIRED y RISER DIA - 241NCHE5 10.1 10,150 C PR EIFV 231.l 0 BARREL DIA S 18 INCHES EMERGENCY APILL WAY EL 2320 MATCH - - _ WERIM.W'OY LEl,IG31>>^_ cr CLASS B RIPRAP 1 PRINCIPAL SPILLWAY EL 111231.0 ER RIS DIA - 24 INCHES p ' 04' SCALE SUI NO. TJW Triangle Brick Company p �p p PLAN HCE3IZC,•!TA1L: -A C EROSION CONTROL 1 �A-jN DrVTE! Sssllr� SEAT. 04tMSl rtc ] � FR.�L_f{vTcos • laa 24642 � , -- Merry Oaks Mine 1 �� I��� � c��= � > 1 �r1( E � - 42SET1CPL rr - owwp TU!'1 ENGINEERS + PLANNERS • SURVEYORS tt- I REVISED Put uND COMITY COMMENTS a 20 w . ,� 'FM(.ft;E, i WILMINGTON, NORTH CAROLINA RALEIGH, NORTH CAROLINA ��-1{[ ��r - IIGA n^rm. B MIT '� SMITIIHELD, NORTIi CAROLINA 1 Renewal al Dr. 22 ?ILsll — - II r PER MnnylN't . FN PCHo sBz •` Por+D BotroM VISUAL BARRIER BERM Or 4.26 ACR i PRINCIPAL SPILLWAY EL -231.0 �'� ELEYAlIIX4-228° iboS CP STO R WIRED RISER DIA - 24 INCHES 10,150 C� PR REV 2310 BARREL MA - 18 INCHES - - - - \ EMERGENCY SPILLWAY EL - 2320 I` - (SASS B R@RAP PRINCIPAL SPILLWAY I 11 -231.0 MATCH LINE RISER DIA - 24 INCHES 0 -1-- J II BARREL DIA - 18 110 TES I EVERT HR30 I` ! I EMERGENCY SPILLWAY AV.EL 2320 �\ 1 INCH DIA R ---PEI go1301T EMERGENCY SPILLWAY LENGiN - 20 FEET INN °Urv24oA / I - LENGTH 60 TEMPORARY CHECK GAM/ 5 E 13 3S - OUTLET PROIEGIION APPROHIMAIE 11MlT5 ..0 ; TI N LTDARY SEDIMENT TRAP M6-1B2 I S .... -6NAL_QSIM GE IT -__-�.-_.__ - -. t _ _ OF oo5TN0 BASIN 2.52o CrF STORAGE R mEV TRAP BOTTOM. 1 MAP COMPILED BY STEREOPHOTOGRAM METRIC 2,65tl CF PROVIDED O ELEV 226.5 ELEVAnOH-2220 `\ _ ' ' METHOD IN ACCORDANCE WITH NATIONAL MAP 1n 61E7 r A80 ACCURACY STANDARDS FROM AERIAL v noN-2 IIIPHOTOGRAPH, DATED 1988. ELEVATIONS �� - t ■ ' r SHOULD BE FIELD VERIFIED PRIOR TO TIME: sE ENT TR I R-TB4 CONSTRUCTION. I III1 _. M 'DA-0,4 ACRES A 720 CF STORAGEREGUIR 2. NO MINING EXCAVATION SHALL OCCUR + z,zes cF PROVED D o z2e.5 WITHIN THE 50' BUFFER ZONE. _ cuss .RIPRAP \ ' '� •i - - : FILE, 3. CONTRACTOR SHALL VERIFY THE LOCATION 3 - OF ANY EXISTING UTILITIES PRIOR TO PRINCIPAL SPILLWAY EL -2J0.0 LLW r RISER DIA - 36 INCHES �` 30 CONSTRUCTION AND ADVISE THE OWNER ®P PERMANENT SEDIMENT CND M3�-SE3 BARREL DIA 00 24 INCHES ' FINAL on-e.3 ACRES EMERGENCY SPILLWAY EL - 251.0 PROPERTY oN. AND ENGINEER OF ANY CONFLICTS. 14.850 CF STORAGE R WIRED EMERGENCY SPILLWAY LENGTH - 20 FEET +✓" LINE (TYP) 'n 4. WETLANDS NOT DELINEATED. • 10,250 cF PROVIDED ELEV 230o POND BOTTOM I SURVEY TO BE CONDUCTED ' ELEVARON-2220 BUFFER i RINCIPAL SPILLWAY 4. -227.0 CLASS B RI RAP PRIOR TO DISTURBANCE. ISER DIA 36 RICHES BOUNDAR 5. SITE NOT IN 100-YF FLOOD PLAIN PER BARREL DIA - 24 1NCT+E$ << ' r ' ( ) CHATHAM COUNTY FLODD INSURANCE RATE 1 ERCENCY SPILLWAY EL - 228.0 qyp \ -\ ERCEncr sr LLwnY LENctN 20 FEET , 1 I MAP PANEL 370299 0150 8 DATED CLASS B,�tnP �• -- JULY 16, 1991. CLASS B RIPRAP ai RwcH b,n IT 6. CHECK DAMS AND SILT FENCE DOWNSTREAM �5 1 roN BOTrrna I / V IN 2270 : OF SEDIMENT TRAPS AND BASINS TO. BE MAINTAINED I 1g ? RYA° '2�0 NV WTI I DURING CONSTRUCTION OF TRAPS AND BASINS ONLY. 1 I EMPa nrsr cHEc °nM/ @?� ENcm e°' THESE 1%ILASURES MAY BE REMOVED AFTFR VF( FT08l f/ OUTLEi PRO ECIION • �� ,� • ■ ." + - gip, _vERT HRfi �- HAS BEEN ESTABLISHED ON THE BASINS AND TRAPS. T ( I E T1MATED 50' W RA�S �. �f� zVmcH2DInR tp� PERMANENT SEDIMENT rl M3-501 vq B�IFFER (TYP) GLASS B RIPIF /f" / 1 4 OUT 8 by '( ar / F1+,N: Oh-24.5 ACRES '4r C"1 L44.100 OF SIDRAGE REWIRED LENGTH 4D _ _ 5Z,OWLF�ROYIDE¢9 ELEY.227.0_�.. SLOPE=5. _ -.-TEMPORARY SEDIMENT TRAP ITAT T ---.- _ - " L/ EMPO SI T FINAL DA 2a AGRFB T ! TRAP OJTOM FE 5.170 CF STORAGE REWIRED ' ^IEMPORMY CHECK DAM "' imp ELEVATE T FVAR 0 -7.00 CF PROVIDJE�V221 / ' L� OUTLET PROTECTION I TFAIPOR SILT FENCE ,�L 8"+"' n F'� / TRAP BOTTOM ` •�, / Im 9R■ -i i W"'- LEGEND ® ELEYAPON-216.0 -� �� TEt+PORt�Y EDIMENTIIRAP R- _- CLASS RIPR 6,850 p 5 g MPORARY SILT FENCE - 13.7GOCCCCCCFFCFD CVDEa b Et i EXISTING PROPERTY & _ 6,850 ST RAGE R PJIR ' v 236 MINING PERMIT BOUNDARY ° - / EXISTING CONTOURS -- ------- �`---�- � TRAP BOTTOM' r EXISTING EXISTING TREE OR STREAMS - - - • ' - C h55 B RIPRAP �t L/w ETEVAI ON-232.° ` EXISTING ROADS NE �t \ TEMPORARY SILT FENCEL] - DM J.4 ACRES I NO GRID 1M DAw 3..4 A SEDIMENT TRAP M4-TB1 QB,iW CF SIMAGE REWIRED \ PROPERTY LINE 9,975 CF PRONGED O ELEV 235.0 - tM �pA ,`. ., BUFFER BOUNDARY - - - - - - r -,a---f' - BOUNDARY (AFFECTED ACREAGE)_..,.,. INDIVIDUAL MINE B NDA A ECTE TEMPORARY .. . - ESTIMATED WETLANDS BUFFER r d y TEMPORARY SED 4-T92 DA= oCF ACRES EXISTING POWER EASEMENT ! 1.000 CF SiORAG£.REWiNm - .k�� / 2.100 CF PROVIDED o ELEV 220.5 DIVERSION MICR OYP)Q jfI - MINING DISTURBANCE BOUNDARY SEE DETNL SHEET 11 / _ -CULVERT IRM1 �I' CLA B RIPRAP a+ PROPOSED CONTOURS 0 1a ww D RCP `+ CLASS B RIPRAP ) Eli na+z22oI / I I PROPOSED DIVERSION DITCH -- INV R =23 0 OM INV 0 T 320 I t ° /// PROPOSED ROAD - - - LEIVC -4 ' O ' CLASS B RIPRAP ' PRINCIPAL SPILLWAY EL -2'25.0 I�7{tpL}a qr RISER DU+ARREL DIA - I INCHES / SLOP B.9E RA I j/ / EMERGENCE SPILLWAY INCHES EL � 226.0 FINAL DAN7.I AACREST Ba51t NI-SB2 � I POTENTIAL WETLANDS AREA I /L : EMERGENCY SPILLWAY ENOh - 20 FEET 1511 CE STORAGE REWIRED d � ts,aoo cF rnovlDm o L-iF 225.0 ,r � ', I , I TOPSOIL STOCKPILE I � I txnss B rslPrsnP Eon N® S: I 1 PERMANENT SEDIMENT BASIN M4 SBl -. FINAL DAw18,J ACRES ' / 1. OUTLET PROTECTION FOR CULVERTS UNDER 29,420 cF PROVIDER ELEVM PROPOSED HAUL ROAD TO EXTEND TO FINAL 33SM CF,PRORAED O ELEV 219.0 WRET PR011-CTIDN PRINCIPAL.SPILLWAY a -2MF0 I ' I WATER SURFACE ELEVATION. TEMPORARY SILT FEN IMMR CIA - 24 INCHES : I. 2. TEMPORARY SILT FENCE AND CHECK DAMS 1qq _ BARREL DIA w IS INCHES TO BE CONSTRUCTED PRIOR TO CONSTRUCTION 9 .PRINCIPAL SPILLwnY a z1a.D.. EMERGENCE srnl_wnr EL - 2zD.o. _ OF SEDIMENT TRAPS AND BASINS AND TO BE ' RISER DIA - 38 INCHES i EMERGENCY SPILLWAY.U14GM - 20 ET ' UMBEL DIA - z4 R+cHE �+ / _ . % . - / ;'I l- MAINTAINED UNTIL TRAPS AND BASINS ARE EMERGENCY SPILLWAY a 220.D - COMPLETED. EMERGENCY SPILLWAY I CLASS a RIPRAP / I I I 3. ALL BASINS AND TRAPS TO BE SEEDED IMMEDIATELY CLASS B RIPRAP ,..^ ` � � \ B N �D) 1 ' - - * ELEV Rat-21 - III FOLLOWING CONSTRUCTION. PERMANENT SEDIMENT POND MB-SBI ERT FINAL Da-14.0 ACRES '•.\ _ _ i' INCH DIA P I 4. INACTIVE AREAS TO BE STABILIZED Yt^�111W 25,225 CF STORAGE REWIRED `` I / INV IN 24 -. ... -. - $5,340 CF PRONGED O ELEV 219.0 /\/'�� INV °UT 243.0 1J WORKING DAYS OF EXPOSURE. OPE-1D.az BUFFER BOUNDARY (TYP) 1 I I S CLASS B g1PRAP I I SEE DETAIL W SHEET 11 I ' '' I . I �p■ \\ / \ (-ESTIMATED DUFFER '., J _''� yr'�' / �4/ i I :: I IIII , \ \{ I� I'il!WII ' I IHE7 1 � - - - - - - - - - - - - - - - - - _._ -,,- �. - ...._ ��.. _.__- - ` 't /.` _ ■� Imo_' BAR T SEDMENT TRAP R 1 r - ti - DA=O.ST ACRES___ -' .-. -� \ NOI2TI3 1,5 CF S AGEPROWL REWIRED TEMPORARY CHECK OAM 1,570 CF PROVIDED O ELEV 242.5 ' 1 IOU 50 0 1o0 200 300 PRO ERTY LINE (TYP) SCALE: 1 _ 100` f II A10 rya AN fi Trl �t�lG' C�$� IC�� G� � i ly EROSION CONTROL PL DATA "woo Na�1za�TAL - Merry 4,r �^'�,p "� Oaks Mine * 1 "' t +c pyso T_F.^I ENGINEERS PLANNERS SURVEYORS �_�_A� ,�_/ SHEET r,l +, y, y 1 REwsm PER LAI QUALITY COMMEHIS 9 xe m - � T��• � ,� WILMIiIGTON, NORTH CFlROLINA RALEIGH, NORTH CARDUNA a- h "ILT: IVA I ^:Yk`A �kLYYT LNTE ,;aF T lx ' O Ti4 s I3k..�1.1tS'�$ ,;•s•• ^°n�'� _Rt'$ .a,i,{P.Y 1'J9 SMITI IFIELU, NOGTII CAROLINA -. -- . i 1/0 Nose - 1. MAP COMPILED BY STEREOPHOTOGRAMMETRIC +� METHOD IN ACCORDANCE H NATIONAL MAP STANDARDS FROM AERIAL ACCURACY 1 PHOTOGRAPH, DATED 1988. ELEVATIONS OUTLET PROTEOnoM I - - • SHOULD BE FIELD VERIFIED PRIOR TO CONSTRUCTION. 2. NO MINING EXCAVATION SHALL OCCUR WITHIN THE 50 BUFFER ZONE. 3. CONTRACTOR SHALL VERIFY THE LOCATION EXISTING DIVERSION DITCH ` I - OF SNRUCXIONNG UTILITIES PRIOR TO - - >� THE OWNER CONSTRUCTED TO PIT AREA - �_ AND ENGINEER OF ANY CONFLICTS. 1 mo I 4 WETLANDS U O N DELINEATED.RVEYTOBE CONDUCTED PRIOR TO DISTURBANCE. I / I III. I �jCie —_ ACTIVE MINING AREA LEGEND EXISTING PROPERTY & �{ I MINING PERMIT BOUNDARY )) EXISTING CONTOURS ——— ————— —— EXISTING PONDS OR STREAMS — — — — \ EXISTING TREE LINE EXISTING ROADSNG GRID - I PROPERTY LINE — " uexaoo BUFFER BOUNDARY INDIVIDUAL MINE BOUNDARY C'Q I \, - 1 �e II Y (AFFECTED ACREAGE) t � 1 ESTIMATED WETLANDS BUFFER EXISTING POWER EASEMENT _ i J 2pp 1 MINING DISTURBANCE BOUNDARY — — ® - -, oJ� PROPERTY LINE (TYP,1 I I ' 1 PROPOSED CONTOURS PROPOSED DIVERSION DITCH e` m-- } ESI7MATED 50' WETLA S ,' �E)Us�o sFomtaT BASn � -- I I PROPOSED DITCH — �- I _� • BUFFER. (TYP) Ty�,y1 BUFFER BOUNDARY (TYP) 1 PROPOSED ROAD I> i%• ' I __.1 _- .__ _ _, _ - _—. _ _.— ____- ___�__ _. — _ — J _.__ .. " POTENTIAL WETLANDS AREA r TOPSOIL STOCKPILE T ESTIMATE 50 WETLANDS 3 ?<A BUFFER fYP) - � I . II RIPRM. t 100 eo 0 100 200 aoo � VISUAL BARRIER BERM SCALE: 1" - 100' MATCH LINE I 1 -- � _ -- -- �-- - ; -- `it�CAr �`` SCALE c_h�� No. : r;'��tEssioh:� . DATE, WSI/00 - #MCMErC � Triangle Brick Company � NOITIZDNTAI: SEA' = Merry Oaks Mine 1 MINING PLAN ME ,�,. vM I••IINY 5 a6aa r.� SHEET I OF ? }- FILE VERTICAL: �+ amcrcrn T.1W ENGINF.Ff S • PLANNERS Tv�fORS i PEHsw+s PER -MD QUALITY COMMMM a za oo ? 9 A'GIP4 �� a-�a WILMINGTON, NORTH CAR011NA RALNi i G of IH CAROLINA n�"'T r� rkxmn M79 " S'3N P, _„ ^� {p. 'T PD G1F; ?!�^Y., T"N SMHIIHtLD, NORTH CAROLINA is tF CA wA : E_LT 21 MATCH LINE _ QTES y�-, � ! 1. MAC P� COMPILED BY STEREOPHOTOGRAMMETRIC I � � IMETHOD IN ACCURACYACCORDANCE STANDARDS FROM H AERIAL MAP PHOTOGRAPH, DATED 1958. ELEVATIONS SHOULD BE FIELD VERIFIED PRIOR TO r I/ CONSTRUCTION. 2. NO MINING EXCAVATION SHALL OCCUR 1 `\ WITHIN THE 50' BUFFER ZONE. 3 mo 3. CONTRACTOR SHALL VERIFY THE LOCATION - N , OF ANY EXISTING UTILITIES PRIOR TO ' ' PROPERTY o : CONSTRUCTION AND ADVISE THE OWNER LINE (TYP) AND ENGINEER OF ANY CONFLICTS. ( R= ff I BUFFER 4. SURVEYDTONOT BE CONIDUCTED r UNDAR PRIOR TO DISTURBANCE. , 0,00,91 � r E 1IMA7ED BO'-" WE1LA/, S i LEGEND �; / - - I EXISTING CONTOUR BOUNDARY EXISTING PROPERTY MINING PERMIT BOUND S EXISTING PONDS OR STREAMSEXISTING TREE .. . LINE EXISTING ROADS NO GRID „ ooa000 PROPERTY LINE / r .... ' / r• BUFFER BOUNDARY ESTIMATED WETLANDS INDIVIDUAL S BUFFERAFFECTED ACREAGE) o. a 1►/ ,r ' �/'��� f' A I:' EXISTING POWER EASEMENT — — ` : 1, ""_ I MINING DISTURBANCE BOUNDARY — — — — ' PROPOSED CONTOURS ' ®, I PROPOSED DIVERSION DITCH I ® I I - , I PROPOSED DITCH PROPOSED ROAD < POTENTIAL WETLANDS AREA "' TOPSOIL STOCKPILE f I . 1 BUFFER BOUNDARY (TYP) ESTIPMATED 50'- ` ®@ I�WETL,(TYANDS BUFFER `. Ili ® Em r ti� o I PRO 3ERTY'LINE (TYP) lO0 50 0 100 200 300 I i I so SCALE. 1 100 r �J . F"grnM TJW L� Ylti,i /CRMD ///—\\�\\) Triangle Brick Company DATE: 5laTfoo HO`i ZO.SCALE a"�i�T NO. i r,,. unr+al nc dl' ! �`__CJ IVIIIVIIYI�i PLAN VICE PRO 99tTJSTGY7I6 I'm ' r Merry ®aka Mine 1 cVT2T1GPL 6 } amwep T." ENGINEERS PLANNERS • SURVEYORS SHE-CT 2 OF 2 D i—'EI_E �? : eewsuvs aen urvo arnmr carnveers a/ze oo tf �r "dI_MINGTON, NORTH CAROLINA RALEIGH, NORTH CAROLINA fteA _`'"="•{"a uamxa^1R11 PN'¢ r ,r Itr lZt-1> g^r 1 1,_E^;...,A7.k•I SMITIFIELD, NORTH CAROLINA Renewal 12 260 _ 260 i / EXISTINC GROUND - - .1Z _-- EXISTING GROUND 250 240 - - - - 240 . 230 WEER LEVA110N 2 8.0— -- 230 / -- - WA R VA-M = 228.0 220 220 . 210 -- 210 200 200 MOO O O O O oO O O O O O O O O O O O O O M d0' N t0p 000 Q O SECTION A-A SECTION B- B AREA M-3 250 / EXISTING GROUND 240 \' 230 —_ - - 220 WA R ELEVATIO = 2200 210 200 100 50 0 100 200 300 faa O O O O O O O O O O O O O mTM .. O O O O O O O O O O O O O N M d v> co n m m O N SCALE: 1" - 100' AREA M-4 - SECTION A-A D X °�`= T." DATES 6i31ro0 SCALE SHEET N0. SEAL ` P1G #McKEVI&CREED Triangle Brick Company MINING PLANS - SECTIONS LSE 1 J ,CIUM [wow HORIZ 24642 Merry Oaks Mine #1 AREA M-3 AND AREA M-4 7 PL p T.W ENGINEERS• PLANNERS • SURVEYORS VERTICAL: WILMINGTON, NORTH CAROLINA RALEIGH, NORTH CAROLINA DWG FILE 11 a!ropaa olyvlsnma onrz '"�+,,'Olaf P,� ,,,, �olg{Ivn �g T.P-1 SMITHFIELD, NORTH CAROLINA Renewal °V^ OF. — �r-tC 12 O Z MM �. W x O 0 0 _0 N w � W 0 0 II 0 0 w J Q U N O zI O2 LO Ow0 wry- co Q I Q z Q � LO E � 0 Q w z � � Q 0091 009L - ;__- oo-V L C T CO \ 00ti� / � C 00CL O •— OOCL CO oozL •� Co C OOZL rr 00<< oo<< L- - ------------ -- - -- C N 0 0001 Z �- 000t ` Z _ _X ___ o _ LJ 0 z ' O N 006 a �0 006 w _ _...1 __.I Zo __ / -_.N IILd Z � w 008 > 008 �.^ o LLJ Q w c / OOLCf OOL t ^ \ r A Z n Q 2 r � ------------------ 009 Z Z 009 _ _. _ Z 0 .. —_ ._—. __ _. —. V1 0 LL Q \ \ . . ■ C) O lfi�■ •, Z = N OQs H w Of 1 oos rr O `) OOti OOi� 00C 00C F \ ON \ ON IL 00L OOL 1 0 0 0 0 00 0 yy (y N N N N N ON N N N N N O o e 4 §U 4y�N,p V �Pl•J� sty�y N w� Z `n NCR a F� . u. ., ,. : ` ...._, r i III4II�IIII�II�tII2Mr 1-III,f1IIIrI�r I1'1,I.r-I I,III.IIiIIC fr I,1 I�lI 1II��III-t.II,IQfI;I� I , IIIIr1�a I�I 1I I I�I 1IIIiII 1,III II III-? 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MAP COMPILED BY STEREOPHOTOGRAMMETRIC f - I A`V �/ `r 1 " r. -p € METHOD IN ACCORDANCE WITH NATIONAL MAP II .. 1 '} "`�' t" ' " ;� _ - - ;, rnJ I ;:,t �' ACCURACY STANDARDS FROM AERIAL - . , f� ` . _ I `.,. �.r, , ' '',_ 51 ' ' -,..I - 1 'I ' LT PHOTOGRAPH, DATED 1988. ELEVATIONS - ,✓ - ,N . A I 1 �1 , .J , . .i . I I. . 1 � ,.i_ . i � 11 iU hn11€TY HOU BE E VERIFIED PRIOR TO . -�ppp-�ttptt�7 i�i'II I I I,-IIpIII-,i IIt I IItI-II I,II t1I II II-�1 t I'II t ItkIII�l t f-II I II I--I I I�II iIIII,I�I-f I-II II,�1I-_I.I�,I"II1 II I III I 1III,I I�II0�II"i�I- g / - , ` ., _',.-..,� 'ti.. '` "..V r,1- 1 11 .( 1 I CONSTRUCTION. LD � �%' ' , --" '% -.. '', S'' ` 1 ;' " ; . . . ,I L. I I , .I. e4 1 2. NO MINING EXCAVATION SHALL OCCUR . - , _ ' ' �, _` ", I t t �,� a r • WITHIN THE 50' BUFFER ZONE. ,r'I ,_. 1t, �� -'I �`, `f ' ' `' I � i 1 ' 3. CONTRACTOR SHALL VERIFY THE LOCATION _. j :.-. I '" ..... I. r _ , �, •. . . ' 1 - '' OF ANY EXISTING UTILITIES PRIOR TO .. - ., , .,_, ,�' € " I ' - � ' CONSTRUCTION AND ADVISE THE OWNER �s — '^ . l ` ,� - �`- 1 t , ' a ' ' 'a AND ENGINEER OF ANY CONFLICTS. - _ I. �� ,% I '''i, - t €.,, 1 F-: 1 1. ..,. i 4. WETLANDS NOT DELINEATED. +..I I `, , ,..., *.,.. _ ` '' t . L 1. /+ - t . ,(.' SURVEY TO BE CONDUCTED '� ', `, ¢ '. I r I s '1 . , t. € I`€ r PRIOR TO DISTURBANCE. t 4 ' pJ � r ..- .r-_� l i r\ !7 I l i� 1. I t I . 1 , xe` ,, .�,- -� :.,.. 1 .. 1 �., ,.. " . t `' 1� I -- / ./ I �a`' �1 1 `� r` I a V., I �, . '� ; - -l-- r ' e t ' .� _ "__� ; , " ' ' 1 r i _ `� I 1 II�-I�I�I,I I I fI:I'i I-I4�l,l"I�IIIL�1II�II It I I'-I"I1'-�I4'I:�r I-�iIII It"t IIII I�iI�t��tfI Lt Ifti I-It-K.It.�O-II 1 AI--51 1,I1:,0-'--II I�t I-; 1 , , Jr1. r _ - - I x. 1 f. _ _ �. .,1f - - I 1 ,' I (- � I � � — - ' i .. { r 1 I` 1 . € E ` I A " . _. -1 ,' , 1. Y-0 ; , h I EXISTING PROPERTY & E GEND II II III I ..,. . , `, 11 ` S� :.. ! I :o- � : - " ' ,,,,1 I MINING PERMIT BOUNDARY ----------- ' � ' )I '` `I� I \. \ � `` '., `' '� �I r, � 1 ,I ' � . I `�) EXISTING CONTOURS _ . . _ . . _ . . _ .1 i \ '. < ''`, .+ € ' 1,t,) 1 .1 EXISTING PONDS OR STREAMS iII II II lI ES Ilim II iIIi 1 ; ,.I:' € '.� ,',.I ,, . .. - �. , CJ , r I " EXISTING TREE LINE . I c I I , I : f 1 I .\� \ ,. ' P � ' ,� .. 1 r �, I ' 1 1 NXI TI D ROADS _ .._iLI ' I _I I' �� i, 't i 1 (� SJ f 1 C I xouaaoo .. 1` I °I< . I I .� ' � �;: ` � ' ,,.....� , I € • "i , ':. m ' - I 1.. 1 PROPERTY LINE - - i 1 tl' ':I 1 I .'I 1.1 ... � �� ` \' '`I',.' r,`., A � �, BUFFER BOUNDARY — — — — — — ` ` I I V i "i +;, � ; `- I I INDIVIDUAL MINE BOUNDARY (AFFECTED ACREAGE) � � � 1 r I I '!. I ' I 11,.. I I I .. � , . x „ ," r, , /. -`�� 1 ESTIMATED WETLANDS BUFFER y , � , , � '�' ' '` ! I 1 EXISTING POWER EASEMENT 1 I .. III . - . , r ., 1 MINING DISTURBANCE BOUNDARY — — — 1 II, .. I ,I. ,I I I rL A . , ' ` `€ y 1 PROPOSED CONTOURS _ _ 1 , L,,_ €,,[ I I ',I ,.._ � ��:;' ,` 1 t a ,� 11 :' : 1I _. ON DITCH —► �� t € I I I PROPOSED DIVER __ — _ 7y , I,I { / .r , t y` y , '. ,0 : ' c t'. I �� 1 PROPOSED DITCH SI 1 1 ' I I _ .' ::�� `` ,. ;' ;'. ,' - 1 PROPOSED ROAD ., C I .9 V,.;. ^I h , I ',I I,\ " I . : '.,. i w .t b€.1.€, r ., l ',i1.: --tf — — � ' T--- . 1 ;. - I POTENTIAL WETLANDS AREA , , ' ,, /:: 1 r J —r I k , { ' / I I P I:,. I J II .I / ' TPOIL 0 LE i 1 ':' I I ,_� , ' Itif . . 1 1 . -.>< I c. t € rc; _ I 0 S ST CKPI I I '. II t I / '� .., 7 EI ` z \— 7 1 } :1 I} 1 t ,� ! _ - ,. .. - r 1j - .. . I A v e ., l 1 `1 i ) �I ;I' II I I ! I ' ' � � ' '' h' 1 ., I I I \ ,1. € 1 ' ��, ,I 1 I hr i` I 1 I 1 I 2 AC i lll . :: LI J J ,/ I ' � �_ , 1 _ �� 1 I I r l l I I I yr - - - - I I I I 1 11 l .I>I 4.1 I I F� �/ {f l r 11 ,I l l I I , , { , y �- I ¢ ./ — I B `- �`I } , I y I ( ', c1 I Irl I t WA R ELEVA ION=228.0 I I € -..� _ n _ . , „ l . � / � ' iI l "J 1- -I 1 A "1 III I 1 � I wi. . . . m _ I . . �,,, i ,.,, .I - 1 l - \ 1 1 `I II I - \ / " : r \� I — — s- 1 r ,ti „ 1 .I .�. I I' i1 ) :_,I .' ,/ /i I �. / � �• r rrr: r ' / � „i t' I" 111 .11 I I // / ; /; l; r . 1 I � �, - f 1 i III 11 i / , f v ,rrr , 1'III,I T I .I I I I // //, I .;-/ 1' , . �r f r .r - NORTH . / 1 /f 1 i l 1 4 flI I ? / J / f , ' /l !I 1/ , i1 r i , ` ,y c 1 ; ,� i _ _ ,/ �� I d 100 50 0 100 200 300 \ — I / r ,r 403 AC . I , II I 1 i r� /i 2 r - - r i 1 1 ? I . — I : ,! ; .I :� WATER ELEVA710N=228.0 �I .r ,I d I I ,. v SCALE 1 100 c = L A / MATCH LINE r ( 1 ,I , ! ( _ _ , . II II II I III If II- �. 1 r �III I$II�I'If I °�` W `O-V' T �/,f�Y��,��� Triangle Brick Company H �z AL 'E ` " 2 OFESSrp v ? lrl l DATE€ e✓woo - SE11 °W"' "` Merry Oaks Mine #1 RECLAMATION PLAN 9 �24642 NICE PRO,I. S0T6TOOICi I 100' O ¢, �,� tq' �'� GKRD 1E." ENGINEERS* PLANNERS • SURVEYORS SHEET 1 of 2 FlLEN VERTICAL' y G114 . 't ,- V4LMINGTON, NORTH CAROLNA RALEIGH, NORTH CAROLINA Renewal v NSA tvrn. cae'TM+A anrz ,;`TO%q�f p, EP,.` o `1 (roy,�^frh TJYI SMITfiRELD, NORTH CAROLINA Renewal l3 OF: 12 MATCH , J LI E A I E AI I NOTES: _ -_- � � 1. MAP COMPILED BY STEREOPHOTDGRAMMETRIC rl' ' I •I WATER ELEVATION=226.0 - \ \ METHOD IN ACCORDANCE WITH NATIONAL MAP ACCURACY STANDARDS FROM AERIAL PHOTOGRAPH, DATED 1988. ELEVATIONS SHOULD BE FIELD VERIFIED PRIOR TO �" CONSTRUCTION. 2. NO MINING EXCAVATION SHALL OCCUR 'y WITHIN THE 50' BUFFER ZONE. ` r 3 ON g CONTRACTOR SHALL VERIFY THE LOCATION If OF ANY EXISTING UTILITIES PRIOR TO I CONSTRUCTION AND ADV15E THE OWNER AND ENGINEER OF ANY CONFLICTS. \ 4. WETLANDS NOT DELINEATED. 1 , ,� I ` � �- / ...r "� y SURVEY TO BE CONDUCTED �'•,,. � ' PRIOR TO DISTURBANCE I ell t cr rt f� Ir , r� I - E ' I (/ If r � i LEGEND 16 EXISTING PROPERTY & MINING PERMIT BOUNDARY l ; -� , I EXISTING CONTOURS T �, A. A - "` - %' " / �j EX15-II PONDS OR STREAMS s t , ' . - ' � ... EXISTING TREE LINE . .,.... EXISTING ROADS r I , ' �_ `• NC GRID �� oogooa t i /. %, �.: A, PROPERTY LINE — — — — — — 1 l 7�' J / (\ ' ` BUFFER BOUNDARY j. �. f / / �, ,.' I _ I INDIVIDUAL MINE BOUNDARY (AFFECTED ACREAGE) e ESTIMATED WETLANDS v . � EXISTING POWER EASEMENT ER If MINING DISTURBANCE BOUNDARY - -�: PROPOSED CONTOURS PROPOSED DIVERSION DITCH - �- f _ '� ;` r° �� -. --- r `:�--•-:_� ._i / � r- PROPOSED DITCH -- —' - - ', PROPOSED ROAD .i. I . . f k POTENTIAL WETLANDS AREA 13 TOPSOIL STOCKPILE t I —M 8 WATER EL VATION=220. J ` „ - L I I / / cc l � . �� I / / I / '.� P ' ra WATER EIEV TION=2 .0 "/ ✓, - 1,, / f � . T _I 1 �J _ .—.� 1 3 YETI I ®� r c A � I ,;Ill�i��l�ll L L P ' L T J � A4 0 cr ce i s i f f i A- ( ` +f^ 'CFUrlIl ' 1" 100 50 0 OD 200 300 P,1' - ._ ..- r rC 3 SCALE: 9" = 100' It t i i i t _ 1 . 4 11%4 Iffy.. — ••O (t ` tfy``�. SCALE SHEET No. .TaopEs& -v T Triangle Brick CompanyDATES 6/9V00HORIZONTAL-MC #MCMM&CREMRECLAMATION PLAN ME PROD >A01570016 I .10'0' 2A842 - Merry Oaks Mine #1 VERTICAL. 10 p \�"^c �r' p�acm T.JW ENGINEERS • PLANNERS • SURVEYORS Renewal SHEET 2 OF 2 DWG FILE n 4 C WILMINGTON, NORTH CAROUNA RALEIGH, NORTH CAROLINA N/A ry+�si, Rom. T.RN SMITHFIELD, NORTH CAROLINA la EI'1 EN SPILLWAY F ATIOH NCI I _ ANM-SEEP 9 C I-AR5 9 ANTI-VORTIX DEVIL SEE DETAIL- I (SEE DETAIL - THIS SHEET) THIS 514EE NC�T xBT S 91RREL SPERFORATE LOWER HALF OF RISER G�A WITH I/1 INCH {bl E9 SPKED AT APPRDf(. 3 IN(JIEB IN EILH OUTSIDE VALLEI'. I , I ® .Ak- ClJT TRENCHF L11RET ANTI-F TATION BLOCK BARREL LENSTH PROTECTION (SEE DETAIL - THIS SHEET) I (OVA LNIS SECTION THRU PRINCIPAL SPILLWAY 0 SEDIMENT BASIN DETAIL o U NOT TO SCALE N o N Z) ZI- 6 S O C� z z TFMN;LE BFUCK _ v�MCMM� LESwT OAKS MINE #1 _ nSI, SAaw Sreai oETaL D N n T i �, , �, . ' k _ � ! � i -- i � t SEEDING SCHEDULE FOR 4 STABILIZATION GRASS LEVEL PORTI NATURALCREST AND CONTROL SECTION cRouxo� I I DATE TYPE PLANTING RATE : [ ' 1 ; 3 : 1 : ' l : f : b . , . . .. , ------- ------ -- ----- . , : 1 E 4 ' E : f . € 9 : l ; i , i .. 6 : 1 . . 6 : i ; 1 � 9 ; 1 I : `s ; i : l . ( : 6 : 3 : t f . € : 9 : T , . , , �-�- . -_--.- . _ .--,. . . --- --._ . . .-..__� .- .I� . �� ..._., .. . _..,, MAR. 16 - MAY 15 PERRENNIAL SEED MIX 10 LBS/ACRE 1 . l . I . I f w J57 WAS STONC CUSS B PIP-RAP N.C. WILDLIFE RESCOURC FLOW COMMISSION i I, - _ MAR. I - JUNE I SERICEA LE5PEDEZA (SCARIFIED) 50 LBS/ACRE MAR. I - APR. 15 ADD TALL FESCUE OR 120 LBS/ACRE MAR. I - JUNE 30 ADD WEEPING LOVEGRA55 OR 10 LB5/ACRE RLMR MAR. I - JUNE 30 ADD HULLED COMMON BERMUDAGRA55 25 LBS/ACRE EXIT_ e R�RC JUNE I - SEPT. I ***TALL FESCUE AND 120 L55/ACRE - ` BERM�� EXIT SECTOR *##SROWNTOP MILLET OR 35 LBS/ACRE *#*SORGHUM - SUDAN HYBRIDS 30 LBS/ACRE APPROACH SEPT. I - MAR. I SERICEA LESPEDEZA (UNHULLED - UN5CARIFIBgB5/ACRE CHANNEL AND TALL FESCUE 120 LB5/ACRE NOTE: NOV. I - MAR. I AND ABRUZZI RYE 25 LBS/ACRE NEITHER THE LOCATION NOR SECTION B - B ALIGNMENT OF THE CONTROL SECTION HAS TO COINCIDE SEEDING SCHEDULE FOR WITH THE CENTERLINE OF EMBANKMEN THE DAM, 1B'(MIN) SHOULDERS, SIDE DITCHES, SLOPES (MAX. 3:1) NATURAL SPILLWAY LENGTH GROUND-\ .-' �.._.. _.__ - ._........_._....-- DATE TYPE PLANTING RATE - AUG. I5 - NOV. I TALL FESCUE 300 LB5/ACRE �� 4 1( NOV. I - MAR. I TALL FESCUE 300 LBS/ACRE LIER FABRIC ( 4 M1O ABRUZZI RYE 25 LB5/ACRE MAR. I - APR. 15 TALL FESCUE 300 LBS/ACRE PLAN APR. 15 - JUN, 30 HULLED COMMON BERMUDAGRA55 25 LBS/ACRE JUL. I - AUG. 15 TALL FESCUE AND 120 L35/ACRE ### BROWNTOP MILLET 35 LBS/ACRE #*# OR SORGHUM - SUDAN HYBRIDS 30 L135/ACRE X - LENGTH OF WATER SURFAC EXIT CkIANNEL CONTROL EMERGENCY SPILLWAY WIDTH SLOPES (3:1 TO 1.5:1) STAGE (HP) SECTION MAR. I - JUN. I 5ERICEA LESPEDEZA (SCARIFIED) 50 LBS/ACRE 7it., -r EXIT SECTOR SECTION A - A (,1:R. I - APR. 15) ADD TALL FESCUE 120 LBS/ACRE MIN % i I11i1tti :}4,je ,i€e. , + ...(o: (MAR. I - JUN. 30) OR ADD WEEPING LOVERGRASS 10 L05/ACRE �,r dJ Tm l l 20 LEVEL .RIB a �I 3q?„r. -s€i ' OR GREATER (MAR. I - JUN. 30) OR ADD HULLED COMMON BERMUDAGRA55 25 LBS/ACRE IP� •s" APPROACH JUN. I - SEP, I *## TALL FESCUE AND 120 LB5/ACRE CHANNEL S li ;%3 ### BROWNTOP MILLET 35 LBS/ACRE H' #SS OR SORGHUM - SUDAN HYBRIDS 30 LBS/ACRE PROFILE ALONG CENTERLINE 100 I� SEP. I - MAR. I SERICEA LESPEDEZA (UNNULLED - UNSCARIFIED) 70 LB5/ACREAND TALL FESCUE LEI to-tu. NOV. I - MAR. I ADD ABRUZZI RYE 120 25 LBS/ACRE j57 WASHED STONE CLASS 8 RIP-RAP HP nl SEEDING SCHEDULE FOR i,l , I , ,, REVEGETATION BENEFICIAL TO WILDLIFE (MINING AREA) ' °''I ' I 3 B B DATE TYPE PLANTING RATE FLOW w FEB. I - APR. I KO3E LESPEDEZA 20-40 L85/ACRE FEB. 1 - APR. 15 ORCHARD GRASS 15-25 LBS/ACRE MAR. - APR. SHRUB LESPECI 16 IBS/ACRE CROSS SECTION AT CONTROL SECTION MAR. - APR. 5HITCHGRA55 6-0 L55/ACRE APR. - MAT BA141A GRASS 25-35 LBS/ACRE -- -� APR. 15 - JUN. 15 LOVEGRA55 4-5 LBS/ACRE EXCAVATED EMERGENCY SPILLWAY DETAIL CONSULT CONSERVATION ENGINEER, 501L CONSERVATION SERVICE OR WILDLIFE BIOLOGIST FOR ADDITIONAL NOT TO SCALE INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF DENUDED AREAS. THE ABOVE VEGE- TATION RATES ARE THOSE WHICH DO WELL UNDER LOCAL CONDITIONS, OTHER SEEDING COMBINATIONS AND SEEDING RATES ARE POSSIBLE. _. . ##* TEMPORARY -- RESEED ACCORDING TO OPTIMUM SEASON FOR DESIRED PERMANENT VEGETATION. PLAN DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12" IN HEIGHT BEFORE MOWING,OTHERWI5E Grading Notes A ® FESCUE MAY BE SHADED OUT. *** DO NOT USE SERICEA LESPEDEZA ON SEDIMENT BASINS OR SEDIMENR TRAPS. I . Initiate erosion control segyence before beginning clearing and grading operations. 2. Grading areas to be cleared of all vegetation. Protect NOT N PROVIDEEEDING sa+�ON BEER F 12 Seedbed � TRAP vegetation beyond grading limits. PER Seedbed Preparation 3. Strip topsoil to full depth in areas to be graded and I. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL Stockpile. TYPICAL TEMPORARY SEDIMENT TRAP CONDITIONS, IF AVAILABLE. 4. Compact all fill areas to C15% Of maximum density. NOT TO SCALE 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. 3. REMOVE ALL L005E RCI ROC1T5, AND OTHER OBSTRUCTIONS LEAVING SURFACE 5. All banks rind Swale side Slopes Shall be graded 4. APPLY AGRICUULTURALLIME FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX with no greater than 3:1 Slopes. WITH SOIL (SEE BELOW#). S. CONTINUE TILLAGE UNTIL A WELL - PULVERIZED, FIRM, REASONABLY UNIFORM SEEDBED 6. All areas are t0 be graded SO that no areas Of 15 PREPARED 4 TO b INCHES DEEP. standing water occur. 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING, 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. 7. Proposed Spot elevations are Shown at finished B. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN grade. THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED STRUCTURE EMERGENCY SPILLWAY EMERGENCY SPILLWAY MAX. WATER SURFACE REESTABLISHED FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. ID. ELEVATION LENGTH (FEET) ELEV. 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION 5. Operator Shall field verify existing topography In AFTER PERMANENT COVER 15 ESTABLISHED. relation t0 the proposed grades t0 ensure drainage * APPLY, AGRICULTURAL LIMESTONE - 2 TONS/ACRE OR 3 TON5/ACRE IN CLAY 501L5 M3-TBI 232.0 10.0 232.56 FERTILIZER - 1000 110-10-10) In the directions indicated On the plan. M4-TB7 226.5 6.0 227.910 02 SUPERPHOSPHATE - 500 MALL RE (20%) M4-TB2 226.5 6.0 227.02 MULCH - 2 TONS/ACRE (SMALL GRAIN STRAW) q, On site benchmark to be provided by engineer. ANCHOR - ASPHALT EMULSION AT 450 GAL,/ACRE MS-TEH 221.0 20. 221.14 55 M6-TB7 221.0 20.0 221.55 ' M6-TB2 22 .5 8.0 22 .12 Construction Sequence R-TEH 225.5 8.0 226.04 1) OBTAIN GRADING PERMIT. EXISTING SLOPE R-T82 254.5 10.0 255.31 HEIGHT AND WIDTH DETERMINED BY R-T83 236.5 8.0 237.39 2) CONTRACTOR IS TO INSTALL TEMPORARY GRAVEL CONSTRUCTION PAD, EXISTING TOPOGRAPHY AND R-TB4 228.5 6.0 228.78 SEDIMENT BASINS, SILT FENCE DIVERSION u VARIES SEDIMENT STORAGE REQUIRED. R-T85 2425 6.0 242.74 DITCHES AND ALL OTHER TEMIF OPARY MEASURES AS SHOWN ON THE y KEY RIP RAP INTO THE DAM APPROVED PLAN. TEMPORARY MEASURES SHALL BE INSTALLED AND FOR RIP RAP INTO INSPECTED BY LAND QUALITY SECTION (STATE) FOR COMPLIANCE PRIOR TO ANY LAND DISTURBING ACTIVITY. 1/2' - 1' _ / #1 RIP RAP KEYED RIP RAP 3) OBTAIN CERTIFICATE OF COMPLIANCE THROUGH ON-51TE INSPECTION BY ENVIRONMENTAL INSPECTOR. a \ � 1/2"-1' NOTE: PAONDE GROUND C0402 FOR EACH 4) PROCEED WITH GRADING. #5 WASHED STONE W BASIN PER SEEDING SCHEDULE ON SHEET 12. #5 WASHED STONE 5) MAINTAIN DIVERSIONS AT TOPS OF FILL SLOPES AS CONSTRUCTION PROCEEDS. CLEAN SEDIMENT BASINS ONCE SEDIMENT LEVEL REACHES •�;��� HALF c . FRONT VIEW TEMPORARY SEDIMENT TRAP SCHEDULE b) SEED ANDND MULCH DENUDED AREAS WITHIN THIRTY (15) DAYS AFTER EXISTING SLOPE �'�\,� \/�� / / / NOT TO SCALE FINISHED GRADES ARE ESTABLISHED. ROCK CHECK DAM VARIES 7) MAINTAIN SOIL EROSION CONTROL MEASURES UNTIL PERMANENT GROUND COVER IS ESTABLISHED. NOT TO SCALE 5) REQUEST FINAL APPROVAL BY ENVIRONMENTAL INSPECTOR. SIDE VIEW 9) REMOVE 501L EROSION CONTROL MEASURES AND STABILIZE THESE AREAS. uu "�•Yt�µO�U( y'# SCALE SHEET NO. F SS, Lr' �I ° TJW M� Triangle Brick Company W��', DATE: 5 23 00 QO Oy _ HORIZONTAL: DRAWN MQ EROSION CONTROL 61 SEAL = Merry Oaks Mine #1 MCE PROD. tt07570014 AS SHOWN 24642 � 12 CMECKIM TJW ENGINEERS* PLANNERS • SURVEYORS DETAILS VERTICAL: I M4AUD MR AND WMu CWMENM v/29/oo Fk � DWG FILE # REV.'b. MCRIPIRI RATE y'9 01N WLMNGTON, NORTH CAROL NA RALEGH, NORTH CAROL NA Renewal REVISIONS !,,•)J/aM p. E�R.�` 0 '{ Ue TE PROD FNG. TJW SMITHFIELD, NORTH CAROLINA OF: 12 RISER DIA 12 GAUGE A X 4 OR 2 X 4 WELDED WIRE HOOKED INTO PREFORMED CHANNELS ON METAL POST OR FASTENED TO WOOD POST W/ NO. B STAPLES. BARREL DIA 15' ULTRAVIOLET RESISTANT GEOTEXTILE FABRIC OR EQUIVALENT SECURED TO WIRE WMETAL B CLIPS OR WIRE AT • ON CENTER. EXIST. IB• �- 3000 PSI CONCRETE (1/O C.Y.) s GRADE --sb x O � (TYP) MAX. SEDIMENT STORAGE LEVEL IS V2 HEIGHT. ` ti ( REMOVE SEDIMENT WHEN TH15 LEVEL IS F.� yt YJ REACHED OR AS DIRECTED BY THE CONSER- I3 �_` GRAVEL 4.5 K RISER VIA. B' j; ( ! 'sa ` ' i VATION INSPECTOR. SURFAC }} I rc3 LI T i' ° € I It 1Tfla 1 ;- MIN DEPTH= 3.0' BERM (TYP) ANTI - FLOTATION BLOCK DETAIL I I 3i. jI I • , , J1 �, � 1 NOT TO SCALE _qR SHEET DRAINAGE ONLY. 3 3 3 11 u Ir K, TURAL GRADE.I ,ell \� NTI CARRY 6 TO 12 INCHES OF FABRIC INTO 7RENCH COVER W/ SOIL, TAMP AND FABRIC SACKFILL. CARRY 6. OF WIRE INTO TRENCH. EMERGENCY SPILLWAY ELEVATION - B TYPICAL CUT/FILL ROAD SECTION "A" - "A1I 4:ANT AL -IIIA METAL, OR 4 X 4 TREATED WOOD OR CEDAR ETAIL - TDE SHEET) r TNI9POSTS AT 101 O.G. MAX. WOOD POSTS MUST NOT TO SCALE -VORTIX DEVIL ISEE DEfML- I BE 2' DEEP MINIMUM, pqNJ RR� 5"" wERTZWE-• 31 SPACING P RIB PIPE1NOTE+ I I�'L-ITRE OFF NCH /OUTLET SILT FENCES S4:OULD NOT BE USED AT PIPE OUTLETS PROTECTION OR IN AREAS OF CONCENTRATED FLOWS (CREEKS, "C. ANTI-FLOATATION BI1/CF. SEE THIS C--" DITCHLINES, 5WALE5 ETC,). _ BARREL LENGTH (( (�(SEE DETAIL THIS SHEET) I DETAIL) i n LL, CGS D IS• nRI. 11 INSTALL COLIAR WI SECTION THRU PRINCIPAL SPILLWAY rI CORRUGATIONS VERTICAL OONT SILT FENCE DETAIL WELDRAN SEDIMENT BASIN DETAIL DEI T NOT TO SCALE Y1,51PES ELD BOTH PIPE DID NOT TO SCALE LpNn DU 14 SECTOCN - uz• X x Slmrm WESLDm TOO CENTEED R BAND FOR Ve' DIA. HOLES SeACm B e D.c. z• SECTION B-B Blw STRUCTURE PRINCIPAL RISER DL46 BARREL DIA BARREL INLET BARREL OUTLET BARREL LENGTH EMERGENCY SPILLWAY EMERGENCY SPILLWAY MAX. WATER SURFACE PRMBursE RELEF 10. SPILLWAY ELEV. (INCHES) (INCHES) ELEVATION ELEVATION (FEET) ELEVATION LENGTH (FEET) ELEV. (FEET) HOLES V2' DIA. 'A' o -� o � CQ1T1 A I A NOrTs, WELD M3-SB1 227.0 36 24 222.0 219.0 70 228.0 20.0 229.60 0 0 0 1. COLLAR TO BE OF SAME GAUGE AS THE PIPE WITH M3-SB2 231.0 24 18 228.0 22M 80 232.0 20.0 232.43 �_ # = J WHIDI IT IB USED. M3-SB3 230.0 36 24 225.0 224.5 55 231.0 20.0 231.19 O. THE LAP BETWEEN THE TWO HALF SECTIONS AND B BETWEEN THE PIPE AND CONNECTING BANDS SHALL 'C' M4-SB1 219.0 24 1B 212.0 211.8 80 220.0 20.0 221.38 o o �uAU�rOtI. ABPHu.r nAsnc AT THE TIME OF M4-SB2 225.0 24 18 222.0 220.0 50 226.0 20.0 226.71 3. EACH COLLARSHALL BE FURNISHED WITH TWO PLAN I2' DIA. RODS WITH STANDARD TANK LUGS MS-SB1 225.0 36 24 222.0 221.0 50 226.0 30.0 227.44 FOR CONNECTING COLLAR TO PIPE. M5-SB2 231.0 24 18 228.0 226.0 60 232.0 20.0 232.24 TACKWE 1.5 x RISER CIA. ELEVATION OF UNASSEMBLED COLLAR M6-SB11 219.0 36 4 216.0 212.0 90 220.0 20.0 221.12 ALL AlD Ic' IV C • T4' FOR BS' BARRE c • Eo• FOR 240 BARREL NOTE: PER SEE RIGSGROUND COVER FOR EACH nIN. A . SS' FOR Bz' BARREL. BASIN PER SEETNNC SCHEDULE ON SHEET 12 A . SO' FOR 34' BARREL SPACE BA PPIX2T BAR SIZE (TYPICAL) 1P-�I (W• REBARMIN.) SEDIMENT BASIN SCHEDULE RIS ISOMETRIC N i F TO JCALE SECTION A-A NOTES, I. TOP IS 14 GAUGE CORRUGATED METAL OR I/b" STEEL PLATE. PRE55URE RELIEF HOLES MAY BE OMITTED, IF ENDS OF 14 GAUGE CO ARE `EFT FULLY OPEN WHEN RIC 15 ATTACHED, CORRUGATED METAL ANTI -SEEP COLLAR DETAIL 2. CYLINDER IS 16 GAUGE CORRUGATED METAL PIPE OR FABRICATED FROM I/6" STEEL PLATE. 3, THE CYLINDER MUST BE FIRMLY FASTENED TO THE TOP OF THE RISER. NOT TO SCALE 4, SUPPORT BARS ARE WELDED TO THE TOP OF THE RISER OR ATTACH STRAPS BOLTED BY STRAP BOLTED TO TOP OF RISER. ANTI -VORTEX TRASH RACK DETAIL NOT TO SCALE A. BURY THE TOP END OF THE JUTE STRIPS IN A TRENCH 4 INCHES OR MORE IN DEPTH I \\ NOfE� INSTALL ME DIVING DYER MULL! \1\\ 4a IN TBPoRAR SHALES TO FIXM A W NET LINING. NOTES: r MIN D Don >r POSITIVE GRADE MUST BE PROVIDED TO ASSURE DRAINAGE -T fi OUREF PPE FES STONE UIENG IF SLOPE EXCEEDS 2%, SEED AND MULCH DIVERSION. TRY Be CUSSFIG1 SLOPE 21 NMi NOT TO EXCEED SR (HIGH VELOCITIES RESULT).FE3MAX b TAMP THE TRENCH FULL OF SOIL. TAMPED BACKF r SECURE WITH A ROW OF STAPLES, 1 ell` WHET RPE o. MACHINE COMPACTION OF ALL FILL IS REgU1RED. NATURAL GROUND j ;,,. m INCH SPACING, 4 INCHE5 \\1\\ _ - r0 r rv,,, PLAN SECTION SUFFICIENT TO DIRECT ALL SEDIMENT- LADEN STORM WATER OR FILL OR CUT - DOWN FROM TRENCH \\ _c - _ / ,11 SLOPES INTO A SEDIMENT CONTROL DEVICE MUST BE INSTALLED PRIOR TO - .,.•" CLEARING AND GRUBBING OF THE AREA (OR IN CONJUNCTION COMPACTED FILL _ le, WITHTHIS OPERATION IF SEDIMENT CONTROLS AND DIVERSIONS �F JU E STROVERIPS OUTLET Do La W DEPTH RIPRAP ARE INSTALLED IS EACH CRITICAL POINT IS REACHED). a�M' . .` WHERE TWO OR NO. (IN.) (FT.) (FT.) (IN.) CLASSIFICATION 36" MIN ONT LOWER STRIP A9 IN 'qR END OF \ -.,.,•• y. .f MORE STRIP WIDTHS ARE b. DIVERSIONS SHOULD BE LOCATED TO MINIMIZE DAMAGES BY �`FL C. OVERLAP END OVERLAP - UOF TOPE57RIP '«'...,q y ARE REQUIRED. STAPLES M3-SB1 24 21 23 ® 24 CLASS 1 CONSTRUCTION OPERATIONS AND STAPLE. \\\ ____ .„� +' ON 31 TO W CENTERS. M3-SB2 18 12 6.5 16 CLASS 1 _ \\\ M3-583 24 11.5 13.5 1a CLASS 1 c, DIVERSIONS SHOULD BE SEEDED AND MULCHED IF THEY ARE - .� M4-SB1 24 22 23.5 32 CLASS 1 IN PLACED OVER 30 DAYS. 1 r M4-SB2 24 18 19.5 19 CLASS 1 d, CHECK DEVICE AFTER EACH RAIN, BUT ONCE A WEEK - { -� M5-SBi 24 21 23 22 CLASS 1 REPAIR AS NECESSARY. AIEE-E�-L TAMPED BACK CH F p, `+,,`^a. SI '' PLACE STAPLES M5-SB2 24 11 12.5 18 CLASS 1 36" MIN . ' '"v i ' 4 TA°Rr FEET TYPICAL STAPLES M6-SBI 24 19 21 24 CLASS 1 ,r MIN Flow D. EROSION STOP FOLD OF JUTE aI ¢` a z a 1 NO, 6 GAUGE WIRE HR7 36 20 23 18 CLASS 1 �; ,,, ,, , HR2 18 9.5 11 18 CLASS 1 „ m ., , IL. , TH3,( v L, ;; 1 •�" u HR3 9.5 11 1a CLASS 1 BURIED IN SILT TRENCH AND 1a TAMPED, DOUBLE ROW OF DOUBLE PO STAPLES, HR4 18 9.5 11 18 CLASS 1 J _ OF 51API. . 6� n n HR5 42 11.5 25 19 CLASS 1 - I I I �10• HR6 24 11.5 13.5 18 cuss 1 "°'B i�� ;"'� MUM EFD�5'_�",B9`>,�,E F"B"` TEMPORARY DIVERSION HR7 18 9.5 11 18 CLASS 1 BERM/G ITCH DETAIL FOR STABILIZING WATERWAYS WITH JUTE NETTING BERM/DITCH NOT TO SCALE OUTLET PROTECTI DETAIL NOT TO SCALE 1.6^ EDP. NOT TO SCALE CA17Q,a / SCALE SHEET NO. °�°�oF�ss, °EBIGNmTJW MC Triangle Brick Company c DATE, 5# 0757 HORIZONTAL: DRAW MC Merry Oaks Mine #1 EROSION CONTROL MCE PROD. # 07570014 AS SHOWN z MMSED PER LAID QUALITY OMAN O 4642 2%`` PM 11CRECKED TJW ENGINEERS• PLANNERS • SURVEYORS DETAILS DWG FILE # VERTICAL: t REHSTD PEIt IAxD WNITY ImDBs e NGIN = �� WILMINGTON, NORTH CAROLINA RALEIGH, NORTH CAROLINA REv.Ia. DEBDRPTRNS ATE %,a,fty P TGP�,.` UD DATE pROJ. BI TJW SMITHFIELD, NORTH CAROLINA Renewal 12 REVISIONSOF: