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Home My WebLink About19950777 Ver 1_COMPLETE FILE_19950728State of North Carolina 'T 2 _ Department of Environment LTRMAI and Natural Resources ` s Division of Water Quality AdMbMdMbMdft James B. Hunt, Jr., Governor Wayne McDevitt, Secretary A. Preston Howard, Jr., P.E., Director NCDENR DIVISION OF WATER QUALITY Mr. Craig Pencince LaQuinta Inns AUG 1 g 1998 112 E. Pecan Street San Antonio, Texas 78205 Subject: Stormwater Ponds Landmark Center Guilford County, NC DWQ#95777 Dear Mr. Craig Pencince: This Office has been notified by the Division's Stormwater Group that the stormwater management plans and calculations submitted on June 3, 1998, by Davis-Martin-Powell & Associates meet the requirements specified in the approval for coverage under General Water Quality Certification No. 2671 issued to Mr. Rick Gutierrez on August 15, 1995. If you have any questions regarding this matter, please contact Mr. Todd St. John at (704) 6634699. Syorney JUnit Supervis r cc: Mr. Todd St. John, MRO Central Files Mr. Rick Gutierrez, 1900 Interstate Tower, 121 West Trade Street, Charlotte, NC 28202 P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone 919-733-5083 FAX 919-733-9919 An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper ?y State of North Carolina Department of Environment and Natural Resources Division of Water Quality A199MA1 James B. Hunt, Jr., Governor Wayne McDevitt, Secretary A. Preston Howard, Jr., P.E., Director NCDENR DIVISION OF WATER QUALITY Mr. Craig Pencince LaQuinta Inns 112 E. Pecan Street San Antonio, Texas 78205 July 1, 1998 BI ,1 ? I :JI .t 1i?..al?{wV: Subject: Stormwater Ponds Landmark Center Guilford County, NC DWQ#95777 Dear Mr. Craig Pencince: This Office has been notified by the Division's Stormwater Group the stormwater management plans and calculations submitted on June 3, 1998, by Davis-Martin-Powell & Associates meet the requirements specified in the approval for coverage under General Water Quality Certification No. 2671 issued to Mr. Rick Gutierrez on August 15, 1995. If you have any questions regarding this matter, please contact Mr. Todd St. John at (704) 6634699. Ie re R. Dorney ands Unit Supe or cc: Mr. Todd St. John, MRO Central Files Mr. Rick Gutierrez, 1900 Interstate Tower, 121 West Trade Street, Charlotte, NC 28202 P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone 919-733-5083 FAX 919-733-9919 An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper JUN-10-1998 15:49 FROM DEM WTER QUALITY SEA :T I R-1 TO 97339959 P.02/02 NORTH CAROLINA DIVISION Of WATER Q-uALITy WATER QUALITY SECTION STGRMWATL-R GROUP June A, 1998 MUDRAMUM TO: John Domey FROM' Darren England 15 THROUGH: Bradley Benne Jeanette Powell SUBJECT: Landmark Ccutcr Guilford County DWQ #95777 The stormwater wet detent oil basins dosigacd by Davis-Martin-Powell & Associates to treat runoff from the subject facility have been reviewed. Based upon the June 3, 1998 submittal of revised design calculations and plans, the basins should perform as acceptable water quality control structures to treat runoff from the proposed development. Submitted design revisions included significalit changes frvxu the original submittal. It is recommended that you verify that these revisions have been made to any plans approved through your office. cc: Mr. Rick Gutierrez, Wendover South Associates H. Mack Summey, Jr., FIT, Davis-Mml in-Powell & Associates Winston-Salem. Regional Office Central Files Stormwater and General Permits Unit Files TOTAL P.02 18-1998 0907 FROM LA QUINTA - TREASURY TO 919197339959 NORTH CAROLINA DIVISION OF WATER QUALITY WATER QUALITY SECTION STORMWATER GROUP June 81, 1998 AMZDd TO: Jahn Dorsey 1 4 S1 FROM: Duren England eb THROUGH: Bradley ZZw (?{7 ll ?, ???oea SUBJECT- Land bunk Center f?o£&Z Gailford County DWQ "5777 The stormwater wet detention basins designed by Davis-Martin-Powell & Associates to fast runoff from the subject facility have been reviewed. Based upon the June 3,1998 submittal of revised design calculations and plans, the basins should perform as acceptable water quality aonuol structures to treat runoff from the proposed development. Submitted design revisions included significant changes from the original submittal. It is recommended that you verify that these revisions have been made to any plans aMoved through your office. cc: Mr. Rick Gutierrez, Wendover South Associates H. Mack Summey, Jr., EIT, Davis-Martin-Powell & Associates Winston-Salem Regional Office . Central Files Stormwater and General Permits Unit Files P.02 TOTAL P.02 18-1998 09=06 FROM LA QUINTA - TREASURY TO 919197339959 P.01 FACSIMII,E COVER SHEET TO: Ert? -4011, -6 COMPANY: TELEPHONE: FAX: 1 q 3 3 9 3 5 FROM: BETTY PARR LA QUINTA INNS, INC. PHONE: (210) 302-6045 FAX: (210) 302-6133 112 EAST PECAN STREET 78205 P.O. BOX 2636 SAN ANTONIO, TX 78299-2636 DATE: 6 - 1? PAGES INCLUDING THIS COVER SHEET: Z COMMENTS: 'COQ., ?+ 0 r • C? &A- JUN-10-1998 15:49 FROM DEM WATER QUALITY SECTION TO 97339959 P.01/02 yam, - i1wM State of Nola tlx Carullua Peparwent of Environment and Natural. Resources Division of Water Quality Water Quality Section, Stormwater & General Permits Unit 512 North Salisbury SLwec Raleigh, NC 27604-1143 FAX# (9:19) 733-991.9 PH.ONE# (919) 733-5083 TELBCOPY TO: Eric Galamb FAX NUMBER: 919-733-9959 FROM: Damn England ? PHONE: (919) 733-5083 Ext 545 2 pages, including cover sheet CUMMENTS: Landmark Center wet detention n Pond design review memo Re?joniql Offices Asheville Fayetteville Mooresville P aleigb Washington Wilmington Winstou-sales 704-251-6208 910-486-1.451 704-663-1699 9.19-571-4700 252-946-6481 910-395-3900 336-771-4600 P.0, Box 29,135, Raleigh, North Carol iiia 2762(5-0535 '1'dep.hone 919-733-5083 Fax, 919-733-9919 An l7qual Opportunity Affirmative Action Employer .50% rccydec1110% post-consumer paper NORTH CAROLINA DIVISION OF WATER QUALITY WATER QUALITY SECTION STORMWATER GROUP June 8, 1998 MEMORANDUM + - E ^f II S TO: John Dorney _ FROM: Darren England ' - THROUGH: Bradley Benne Jeanette Powell SUBJECT: Landmark Center Guilford County DWQ #95777 The stormwater wet detention basins designed by Davis-Martin-Powell & Associates to treat runoff from the subject facility have been reviewed. Based upon the June 3, 1998 submittal of revised design calculations and plans, the basins should perform as acceptable water quality control structures to treat runoff from the proposed development. Submitted design revisions included significant changes from the original submittal. It is recommended that you verify that these revisions have been made to any plans approved through your office. cc: Mr. Rick Gutierrez, Wendover South Associates H. Mack Summey, Jr., EIT, Davis-Martin-Powell & Associates Winston-Salem Regional Office Central Files Stormwater and General Permits Unit Files WETLANDS REPLACEMENT DETENTION POND DESIGN CALCULATIONS for Prepared Bv: H. Mack Summey, Jr., E.I.T. Owners: Faison Associates 1900 Interstate Tower 121 W. Trade Street Charlotte, NC 28202-1889 Contact. Mr. Rick Gutierrez 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 TABLE OF CONTENTS 1. Narrative A) Proposed Pond Modeling 1) 10 Yr Storm - Time of Concentration 1-3 Curve Number 4-5 Hydrograph 6-10 2) 100 Yr Storm Time of Concentration 11-13 Curve Number 14-15 Hydrograph 16-21 3) Detention Basin Design 4) Detention Basin Outflow Rating Tables 10 Yr Basin Outflow Rating Tables Summary 31 100 Yr Basin Outflow Rating Tables Summary 32 5) Hydrographs 10 Yr & 100 Yr B) Appendix Notes for Contributing Areas to 72" Pipe Notes for Allowable Flow for 60" Pipe c:\doc\mack\table 33 PHASE IIIA LANDMARK STATION ' GREENSBORO, NC NARRATIVE The following notes are forthe design of the replacement wetlands detention pond at Landmark ' Station Phase IIIA in Greensboro, NC. This pond is a result of DEM Project #95777 in Guilford County where fill material had been placed in an existing pond and as a condition for approval of the project a new permanent, wet detention pond with a minimum surface area of 0.472 ' acres had to be constructed. The pond was designed to carry the maximum storm water flow from the 72" RCP discharging into the pond and pond outflow was limited to what the existing 60" RCP could handle without flooding Stanley Drive. Hydrographs were developed using areas going in to the system. The 10 year design storm was used to determine the maximum 10 year peak elevation resulting from the proposed outlet pipes. The 100 year storm was used to insure proper storage was available and outlet structures were of adequate size to prevent pond from overtopping. ' As indicated by the design notes, the pond is of adequate size to contain runoff from the contributing areas. Pond volume will accommodate the 100 year storm without flooding Stanley Road as well as providing conditions acceptable to a man-made wetlands detention pond. L fl c:\doc\mackVandmark - "_ Project No. DW _ ? Q (m be provided by DWQ) DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET DWO Stormwater Management Plan Review complete stormwater management plan submittal includes a wet detention basin worksheet for each basin, design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and approval of the project. 1. PROJECT INFORMATION (please complete the following information): Project Name : Lr vmx?_r, Contact Person: MAtx. Sum For projects with multiple basins, Po'.?y Phone Number. (3 3 (1876- 4 3 Z I which basin this worksheet applies to: Basin Bottom Elevation 8 2 b ft. Permanent Pool Elevation 839 ft. Temporary Pool Elevation_ S 3 9 $, (average elevation of the floor of the basin) (elevation of the orifice invert out) (elevation of the outlet structure invert in) Permanent Pool Surface Area 38, 9 to I sq. ft. (water surface area at permanent pool elevation) ' Drainage Area 2>4, d ac. (on-site and off-site drainage to the basin) Impervious Area SS. S ac. (on-site and off-site drainage to the basin) ' Permanent Pool Volume Temporary Pool Volume 412, y 18 S 2 14 AP cu. ft. ft (combined volume of main basin and forebay) l , cu. . (vo ume detained on top of the permanent pool) Forebay Volume 101.4 ?Y5 cu. ft. ' SA/DA used -- - Diameter of Orifice o. S1 S Q i (surface area to drainage area ratio) . n. (draw down orifice diameter) ' II. REQUIRED ITEMS CHECKLIST The following checklist outlines design requirements per the Stormwater Best Management Practices ' Manual (N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a requirement has not been met, attach an explanation of why. ' Applicants Initials M-5 The temporary pool controls runoff from the 1_ inch storm event. W5 The basin length to width ratio is greater than 3:1. M5 The basin side slopes are no steeper than 3:1. See. W?_L.P,d A submerged and vegetated perimeter shelf at less than 6:1 is provided. M5 Vegetation to the permanent pool elevation is specified. 2 k )AO,r_S.e_6 An emergency drain is provided to drain the basin. 3 See AA-a.c? The permanent pool depth is between 3 and 6.feet (required minimum of 3 feet). M The temporary pool draws down in 2 to 5 days. ® See MQU The forebay volume is approximately equal to 20% of the total basin volume. ' m5 Sediment storage is provided in the permanent pool. MS Access is provided for maintenance. - Q L- ? A minimum 30-foot vegetative filter is provided at the outlet. ff6 A site specific operation and maintenance (O&M) plan is provided. MS A vegetation management/mowing schedule is provided in the O&M plan. MS Semi-annual inspections are specified in the O&M plan. ' paS A debris check is specified in the O&M plan to be performed after every storm event. rris A specific sediment clean-out benchmark is listed (elevation or depth) in the O&M plan. ms A responsible party is designated in the O&M plan. ' FORM SWU100 09/97 Page 1 of 1 (:?BNTeiz EXPLANATION CHECKLIST 1. Per discussion with Darren England, a submerged and vegetated perimeter shelf at less than 6:1 was modified and not required for this project due to the nature of grading and size of pond. 2. Per discussion with Darren England and Ms. Powell, emergency drain for pond is not required for this project, however the pond may be pumped dry if necessary. 3. The permanent pool depth is 15 feet to the bottom of the pond with the majority of sediment settling in the forebay area. SA/DA values were extrapolated as per Darren England. 4. Forebay volume is slightly less than 25% of permanent pool volume. 5. The minimum 30-foot vegetative filter was omitted from this project as per Darren England. This was partially due to the volume of water which would go through this area. Quick TR-55 Ver.5.46 S/N: Executed: 11:43:22 06-01-1998 PRELAND.TCT LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Tc COMPUTATIONS FOR: PAVED/GRASSED SHEET FLOW (Applicable to Tc only) Segment ID 1 2 Surface description PAVED/GRASS PAVED/GRASS Manning's roughness coeff., n 0.1500 0.1500 Flow length, L (total ( or = 300) ft 200.0 187.0 Two-yr 24-hr rainfall, P2 in 6.500 6.500 Land slope, s ft/ft 0.0200 0.0200 0.8 .007 $ (n$L) T = -------------- hrs 0.20 + 0.19 = 0.39 0.5 0.4 P2 x s SHALLOW CONCENTRATED FLOW Segment ID 1 2 Surface (paved or unpaved)? Paved Paved Flow length, L ft 280.0 285.0 Watercourse slope, s ft/ft 0.0200 0.0200 0.5 Avg.V = Csf * (s) ft/s 2.8748 2.8748 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) hrs 0.03 + 0.03 = 0.05 CHANNEL FLOW Segment ID 1 2 Cross Sectional Flow Area, a sq.ft 1.76 1.76 Wetted perimeter, Pw ft 4.71 4.71 - - - Hydraulic radius, r = a/Pw ft 0.374 0.374 Channel slope, s ft/ft 0.0130 0.4124 Manning's roughness coeff., n 0.0150 0.0150 2/3 1/2 1.49 * r * s V = -------------------- ft/s 5.8757 5.6452 n Flow length, L ft 200 200 --- -- T = L / (36000) hrs 0.01 + 0.01 = 0.02 ................................ ................................ ......... ......... ........ ........ TOTAL ...................... ...................... TIME (hrs) 0.46 Quick TR-55 Ver.5.46 S/N: Executed: 11:43:22 06-01-1998 PRELAND.TCT LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND ? COMPUTATIONS FOR: SHEET FLOW (Applicable to Tc only) Segment ID 3 4 Surface description ROOF /GRASS ROOF/GRASS Manning's roughness coeff., n 0.1500 0.1500 Flow length, L (total ( or = 300) ft 275.0 275.0 Two-yr 24-hr rainfall, P2 in 6.500 6.500 Land slope, s ft/ft 0.0150 0.0150 0.8 .007 * (n*L) T = -------------- hrs 0.29 t 0.29 = 0.58 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID 3 4 Surface (paved or unpaved)? Paved Paved Flow length, L ft 175.0 150.0 Watercourse slope, s ft/ft 0.0140 0.0140 0.5 Avg.V = Csf * (s) ft/s 2.4053 2.4053 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) hrs 0.02 t 0.02 = 0.04 CHANNEL FLOW Segment ID 3 4 Cross Sectional Flow Area, a sq.ft 6.64 6.64 Wetted perimeter, Pw ft 18.50 18.50 Hydraulic radius, r = a/Pw ft 0.359 0.359 Channel slope, s ft/ft 0.0230 0.0230 Manning's roughness coeff., n 0.0130 0.0130 2/3 1/2 1.49 * r * s V = -------------------- ft/s 8.7789 8.7789 n Flow length, L ft 154 152 T = L / (3600*V) hrs 0.00 t 0.00 = 0.01 TOTAL TIME (hrs) 0.62 Z 3 i Quick TR-55 Ver.5.46 S/N: Executed: 11:43:22 06-01-1998 PRELAND.TCT SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Methods) LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Subarea descr. Tc or Tt Time (hrs) -------------- -------- ---------- PAVED/GRASSED Tc 0.46 ? 0.62 7 Quick TR-55 Ver.5.46 S/N: Executed: 11:49:34 06-01-1998 LANDMARK CENTER WETLANDS REPLACEMENT POND RUNOFF CURVE NUMBER SUMMARY .................................................................. .................................................................. Subarea Area CN Description ------------- (acres) --------- (weighted) ------------ GRASS-PAVED 52.00 95 PAVED/GRASSED 32.00 98 S Quick TR-55 Ver.5.46 S/N: Executed: 11:49:34 06-01-1998 LANDMARK CENTER WETLANDS REPLACEMENT POND RUNOFF CURVE NUMBER DATA Composite Area: GRASS-PAYED AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- GRASS-PAVED 22.00 96 GRASS-PAVED 30.00 94 COMPOSITE AREA ---> 52.00 94.8 ( 95 ) Composite Area: PAVED/GRASSED AREA CN SURFACEDESCRIPTION (acres) -------------------------------- GRASS-ROOF 18.00 98 GRASS-ROOF 14.00 98 COMPOSITE AREA ---) 32.00 98.0 ( 98 ) ' Quick TR-55 Version: 5.46 S/N: Page 1 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) ' Executed: 06-01-1998 11:49:46 Watershed file: --> PRELAND MOP Hydrograph file: --> PRELAND.HYD ' LANDMARK CENTER WETLANDS REPLACEMENT POND ' Input Parameters )))) ------- Used to -------- Compute Hydrograph ------------------ (((( -------- ---------- ------------- Subarea - ---------- AREA CN Tc # Tt Precip. ; Runoff Ia/p ' Description --------------- (acres) -------------------- (hrs) -------- (hrs) ------ (in) , ------------ (in) -------- input/used ---------- GRASS-PAVED 52.00 95.0 0.50 0.00 5.80 ; 5.21 1.02 .10 PAVED/GRASSED 32.00 98.0 0.50 0.00 5.80 ; 5.56 1.01 .10 --------------- -------------------- -------- ------ ------------- ------- ---------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. ' Total area = 84.00 acres or 0. 13125 sq.mi Peak dis charge = 371 cfs I >>) > Computer Modif ications of Input Parameters t(((( --------------- -------- -------- -------- --------- ------------ ------------------- Input Values Rounde d Values Ia/p Subarea Tc Tt Tc Tt Interpolated Ia/p Description --------------- (hr) -------- (hr) -------- (hr) -------- (hr) --------- (Yes/No) ------------ Messages ------------------- GRASS-PAVED 0.46 0.00 0.50 0.00 No Computed Ia/p ( .1 PAVED/GRASSED -------------- 0.62 -------- 0.00 --------- 0.50 -------- 0.00 --------- No ------------ Computed Ia/p ( .1 ------------------- $ Travel time from subarea out fall to composite watershed o utfall point. u Quick TR-55 Version: 5.46 S/N: Page 2 Return frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:49:46 Watershed file: --> PRELAND MOP Hydrograph file: --> PRELAND.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND >f>> Summary of Subarea Times to Peak (((( Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cfs) (hrs) -------------- -------------- ------------ GRASS-PAVED 224 12.4 PAVED/GRASSED 147 12.4 -------------- -------------- ------------ Composite Watershed 371 12.4 Quick TR-55 Version: 5.46 S/N: Page 3 g Return frequency: 10 years ' TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) ' Executed: 06-01-1998 11:49:46 Watershed file: --> PRELAND MOP Hydrograph file: --) PRELAND.HYD ' LANDMARK CENTER WETLANDS REPLACEMENT POND Composite Hydrograph Summary (cfs) Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 ' Description --------------- hr --------- hr ------- hr ------- hr ------ hr -------- hr ------ hr -------- hr ------ hr ------- GRASS-PAVED 1 10 14 24 40 12 130 198 224 ' PAVED/GRASSED 5 6 9 16 26 47 86 130 147 ---------------- Total (cfs) -------- 12 ------- 16 ------- 23 ------- 40 ------- 66 ------- 119 ------- 216 ------ 328 ------- 371 Subarea ---- ----------- 12.5 -------- 12.6 ------- 12.7 ------- 12.8 ------- 13.0 ------- 13.2 ------- 13.4 ------- 13.6 ------ 13.8 ------- Description hr hr hr hr hr hr hr hr hr ' --------------- GRASS-PAVED --------- 215 ------- 170 ------- 126 ------ 96 -------- 59 ------ 41 -------- 31 ------ 26 ------- 22 PAVED/GRASSED 141 112 83 63 - 39 - - 27 ----- 21 ------- 17 ------ 15 ------- ' ---------------- Total (cfs) -------- 356 ------- 282 ------- 209 ----- - 159 ---- - 98 -- 68 52 43 37 ---------------- -------- ------- ------- ------- ------- ------- ------- ------ ------- Subarea 14.0 14.3 14.6 15.0 15.5 16.0 16.5 17.0 17.5 Description hr hr hr hr hr hr hr hr hr GRASS-PAVED 20 17 15 14 12 11 10 9 8 PAVED/GRASSED 13 11 10 9 8 7 6 6 6' Total (cfs) 33 28 25 23 20 18 16 15 14 1 ---------------- -------- ------- ------- ------- ------- ------ -------- ------ ------- Subarea 18.0 19.0 20.0 22.0 26.0 ' Description --------------- hr --------- hr -- - --hr --- -hr -- --hr --- ------ -------- ------ ------- GRASS-PAVED 8 7 6 5 0 PAVED/GRASSED 5 4 4 3 0 ---------------- -------- ------- ------- ------- ------- ------ -------- ------ ------- Total (cfs) 13 11 10 8 0 Quick TR-55 Version: 5.46 S/N: Page 4. Return Frequency,--10 years TR-55 TABULAR_.HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:49:46 Watershed file: --> PRELAND MOP Hydrograph file: --> PRELANO.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND Time Flow Time Flow (hrs) --------- (cfs) -------- (hrs) --------- (cfs) -------- 11.0 12 14.8 24 11.1 13 14.9 24 11.2 15 15.0 23 11.3 16 15.1 22 11.4 18 15.2 22 11.5 21 15.3 21 11.6 23 15.4 21 11.7 29 15.5 20 11.8 34 15.6 20 11.9 40 15.7 19 12.0 66 15.8 19 12.1 119 15.9 18 12.2 216 16.0 18 12.3 328 16.1 18 12.4 371 16.2 17 12.5 356 16.3 17 12.6 282 16.4 16 12.7 209 16.5 16 12.8 159 16.6 16 12.9 128 16.7 16 13.0 98 16.8 15 13.1 83 16.9 15 13.2 68 17.0 15 13.3 60 17.1 15 13.4 52 17.2 15 13.5 48 17.3 14 13.6 43 17.4 14 13.7 40 17.5 14 13.8 37 17.6 14 13.9 35 17.7 14 14.0 33 17.8 13 14.1 31 17.9 13 14.2 30 18.0 13 14.3 28 18.1 13 14.4 27 18.2 13 14.5 26 18.3 12 14.6 25 18.4 12 14.7 24 18.5 12 9 is Quick TR-55 Version: 5.46 S/N: Page 5 Return Frequency: 10 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:49:46 Watershed file: --> PRELAND MOP Hydrograph file: --> PRELAND.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND Time Flow Time Flow (hrs) -------- (cfs) --------- (hrs) -------- (cfs) --------- 18.6 12 22.4 7 18.7 12 22.5 7 18.8 11 22.6 7 18.9 11 22.7 7 19.0 11 22.8 6 19.1 11 22.9 6 19.2 11 23.0 6 19.3 11 23.1 6 19.4 11 23.2 6 19.5 10 23.3 5 19.6 10 23.4 5 19.7 10 23.5 5 19.8 10 23.6 5 19.9 10 23.7 5 20.0 10 23.8 4 20.1 10 23.9 4 20.2 10 24.0 4 20.3 10 24.1 4 20.4 10 24.2 4 20.5 10 24.3 3 20.6 9 24.4 3 20.7 9 24.5 3 20.8 9 24.6 3 20.9 9 24.7 3 21.0 9 24.8 2 21.1 9 24.9 2 21.2 9 25.0 2 21.3 9 25.1 2 21.4 9 25.2 2 21.5 8 25.3 1 21.6 8 25.4 1 21.7 8 25.5 1 21.8 8 25.6 1 21.9 8 25.7 1 22.0 8 25.8 0 22.1 8 25.9 0 22.2 8 22.3 7 Quick TR-55 Ver.5.46 S/N: Executed: 11:50:31 06-01-1998 POSTLAND.TCT LANDMARK CENTER - 50 YEAR WETLANDS REPLACEMENT POND EMERGENCY SPILLWAY DESIGN Tc COMPUTATIONS FOR: MIX SHEET FLOW (Applicable to Tc only) Segment ID 1 2 Surface description PAVED/GRASS PAVED/GRASS Manning's roughness coeff., n 0.1500 0.1500 Flow length, L (total ( or = 300) ft 200.0 187.0 Two-yr 24-hr rainfall, P2 in 7.500 7.500 Land slope, s ft/ft 0.0200 0.0200 0.8 _ .007 * (n*L) T = -------------- -- hrs 0.19 + 0.18 = 0.36 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID 1 2 Surface (paved or unpaved)? Paved Paved Flow length, L ft 280.0 285.0 Watercourse slope, s ft/ft 0.0200 0.0200 0.5 Avg.V = Csf x (s) ft/s 2.8748 2.8748 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) hrs 0.03 + 0.03 = 0.05 CHANNEL FLOW Segment ID 1 2 Cross Sectional Flow Area, a sq.ft 1.76 1.76 Wetted perimeter, Pw ft 4.71 4.71 Hydraulic radius, r = a/Pw ft 0.374 0.374 Channel slope, s ft/ft 0.0130 0.0120 Manning's roughness coeff., n 0.0150 0.0150 2/3 1/2 1.49 $ r * s V = -------------------- ft/s 5.8757 5.6452 n Flow length, L ft 200 200 T = L / (3600*V) hrs 0.01 + 0.01 = 0.02 TOTAL TIME (hrs) 0.44 IZ 1 1 1 Quick TR-55 Ver.5.46 S/N: Executed: 11:50:31 06-01-1998 POSTLAND.TCT LANDMARK CENTER - 50 YEAR WETLANDS REPLACEMENT POND EMERGENCY SPILLWAY DESIGN Tc COMPUTATIONS FOR: PAVED/ROOF SHEET FLOW (Applicable to Tc only) Segment ID 3 4 Surface description ROOF/GRASS ROOF/GRASS Manning's roughness coeff., n 0.1500 0.1500 Flow length, L (total ( or = 300) ft 275.0 275.0 Two-YT 24-hr rainfall, P2 in 7.500 7.500 Land slope, s ft/ft 0.0150 0.0150 0.8 .007 * (n*L) T = -------------- hrs 0.27 + 0.27 = 0.54 0.5 0.4 P2 * s SHALLOW CONCENTRATED FLOW Segment ID 3 4 Surface (paved or unpaved)? Paved Paved Flow length, L ft 175.0 150.0 Watercourse slope, s ft/ft 0.0140 0.0140 0.5 Avg.V = Csf * (s) ft/s 2.4053 2.4053 where: Unpaved Csf = 16.1345 Paved Csf = 20.3282 T = L / (3600*V) hrs 0.02 + 0.02 = 0.04 CHANNEL FLOW Segment ID 3 4 Cross Sectional Flow Area, a sq.ft 6.64 6.64 Wetted perimeter, Pw ft 18.50 18.50 Hydraulic radius, r = a/Pw ft 0.359 0.359 Channel slope, s ft/ft 0.0230 0.0230 Manning's roughness coeff., n 0.0130 0.0130 2/3 1/2 1.49 * r x s V = -------------------- ft/s 8.7789 8.7789 n Flow length, L ft 154 152 T = L / (3600*V) hrs 0.00 + 0.00 = 0.01 ................................. ........ ..TOTAL T IME (hrs) 0.58.. 13 Quick TR-55 Ver.5.46 S/N: Executed: 11:50:31 06-01-1998 POSTLAND.TCT SUMMARY SHEET FOR Tc or Tt COMPUTATIONS (Solved for Time using TR-55 Methods) LANDMARK CENTER - 50 YEAR WETLANDS REPLACEMENT POND EMERGENCY SPILLWAY DESIGN Subarea descr. Tc or Tt Time (hrs) -------------- -------- ---------- MIX Tc 0.44 PAVED/ROOF Tc 0.58 Quick TR-55 Ver.5.46 S/N: Executed: 11:50:58 06-01-1998 LANDMARK CENTER WETLANDS REPLACEMENT POND RUNOFF CURVE NUMBER SUMMARY .................................................................. Subarea Area CN Description ------------- (acres) --------- (weighted) ------------ PAVED/ROOF 52.00 95 GRASS-PAVED 32.00 98 /y 15 Quick TR-55 Ver.5.46 S/N: Executed: 11:50:58 06-01-1998 LANDMARK CENTER WETLANDS REPLACEMENT POND RUNOFF CURVE NUMBER DATA .................................................................. .................................................................. Composite Area: PAVED/ROOF AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- GRASS-PAVED 22.00 96 GRASS-PAVED 30.00 94 COMPOSITE AREA ---> 52.00 94.8 ( 95 } ..................................................... ..................................................... Composite Area: GRASS-PAVED AREA CN SURFACE DESCRIPTION (acres) -------------------------------- --------- ---- GRASS-ROOF 18.00 98 GRASS-ROOF 14.00 98 COMPOSITE AREA ---1 32.00 98.0 ( 98 ) ..................................................... I(,,, Quick TR-55 Version: 5.46 S/N: Page 1 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:51:10 Watershed file: --> POSTLAND.MOP Hydrograph file: --> POSTLAND.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND ------------))))-Input Parameters Used to Compute Hydrograph (((( - ------------------------------------------------------------- Subarea AREA CN Tc $ Tt Precip. ; Runoff Ia/p Description (acres) (hrs) (hrs) (in) (in) input/used ------------------------------------------------------------------------------- PAVED/ROOF 52.00 95.0 0.40 0.00 6.50 ; 5.91 1.02 .10 GRASS-PAVED 32.00 98.0 0.50 0.00 6.50 ; 6.26 1.01 .10 ------------------------------------------------------------------------------- * Travel time from subarea outfall to composite watershed outfall point. I -- Subarea where user specified interpolation between Ia/p tables. Total area = 84.00 acres or 0.13125 sq.mi Peak discharge = 442 cfs )) -------------- )) Computer Modifications -------------------------- of Input -------- Parameters ((((( ------------------------------- Input Values Rounded Values Ia/p Subarea Tc Tt Tc Tt Interpolated Ia/p Description -------------- (hr) --------- (hr) -------- (hr) --------- (hr) -------- (Yes/No) Messages ------------------------------- PAVED/ROOF 0.44 0.00 0.40 0.00 No Computed Ia/p ( .1 GRASS-PAVED - ------- -- 0.58 --------- 0.00 ------- 0.50 --------- 0.00 -------- No Computed Ia/p ( .1 ------------------------------- - --- * Travel time - from subarea out fall to composite watershed outfall point. i i Quick TR-55 Version: 5.46 S/N: Page 2 Return Frequency: 50 years TR-55 TABULAR HYOROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:51:10 Watershed file: --} POSTLAND.MOP Hydrograph file: --} POSTLAND.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND > }>> Summary of Subarea Times to Peak (((( Peak Discharge at Time to Peak at Composite Outfall Composite Outfall Subarea (cf s) ( hrs ) -------------- -------------- ------------ PAVED/ROOF 284 12.3 GRASS-PAVED 166 12.4 -------------- -------------- ------------ Composite Watershed 442 12.4 1-7 Quick TR-55 Version: 5.46 S/N: Page 3 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:51:10 Watershed file: --) POSTLAND.MOP Hydrograph file: --> POSTLAND.HYD t LANDMARK CENTER WETLANDS REPLACEMENT POND I Composite Hydrograph Summary (cfs) Subarea 11.0 11.3 11.6 11.9 12.0 12.1 12.2 12.3 12.4 Description --------------- hr -------- hr ------- hr ------- hr -------- hr ------ hr -------- hr ------ hr ------- hr ------- ' PAVED/ROOF GRASS-PAVED 9 5 12 7 11 10 31 18 68 29 130 53 225 96 284 146 216 166 --------------- Total (cfs) --------- 14 ------- 19 ------- 27 ------- 55 ------- 97 ------- 183 ------- 321 ------- 430 ------ 442 ' --------------- Subarea -------- 12.5 -------- 12.6 ------- 12.7 ------- 12.8 ------- 13.0 ------- 13.2 ------- 13.4 ------- 13.6 ------ 13.8 Description hr hr hr hr hr hr hr hr hr ' --------------- PAVED/ROOF -------- 207 ------- 143 -------- 104 ------- 78 ------ 50 -------- 37 ------ 30 -------- 26 ------ 24 GRASS-PAVED ----------- 159 126 93 -- 71 ------- 44 - ---- 30 -- - - 23 19 17 ' ---- Total (cfs) --------- 366 ------- 269 ----- 197 149 - - 94 - -- 67 ------- 53 ------- 45 ------ 41 --------------- --------- ------- ------- ------- ------- ------- ------- ------- ------ Subarea 14.0 14.3 14.6 15.0 15.5 16.4 16.5 17.0 17.5 Description hr hr hr hr hr hr hr hr hr --------------- -------- ------- -------- ------- ------ -------- ------- ------ ------- PAVED/ROOF 21 18 16 15 13 12 11 10 10 GRASS-PAVED 15 13 11 10 9 8 7 7 6 Total (cfs) 36 31 27 25 22 20 18 17 16 1 --------------- --------- ------- ------- ------- ------- ------- ------- ------- ------ Subarea 18.0 19.0 20.0 22.0 26.0 ' Description - ----- hr hr - hr ------- hr ------- hr ---- -------- ------- ------- - - --- - ----- PAVED/ROOF -------- 9 ------ 8 7 - 6 -- 0 --- - ' GRASS-PAVED 6 -- 5 ------ 4 -- - 4 0 Total (cfs) 15 13 11 10 0 i? )8 1 Quick TR-55 Version: 5.46 S/N: Page 4 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:51:10 Watershed file: --> POSTLAND.MOP Hydrograph file: --> POSTLAND.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND Time Flow Time Flow (hrs) --------- (cfs) -------- (hrs) -------- (cfs) --------- 11.0 14 14.8 26 11.1 16 14.9 26 11.2 17 15.0 25 11.3 19 15.1 24 11.4 22 15.2 24 11.5 24 15.3 23 11.6 27 15.4 23 11.7 36 15.5 22 11.8 46 15.6 22 11.9 55 15.7 21 12.0 97 15.8 21 12.1 183 15.9 20 12.2 321 16.0 20 12.3 430 16.1 20 12.4 442 16.2 19 12.5 366 16.3 19 12.6 269 16.4 18 12.7 197 16.5 18 12.8 149 16.6 18 12.9 122 16.7 18 13.0 94 16.8 17 13.1 80 16.9 17 13.2 67 17.0 17 13.3 60 17.1 17 13.4 53 17.2 17 13.5 49 17.3 16 13.6 45 17.4 16 13.7 43 17.5 16 13.8 41 17.6 16 13.9 38 17.7 16 14.0 36 17.8 15 14.1 34 17.9 15 14.2 33 18.0 15 14.3 31 18.1 15 14.4 30 18.2 15 14.5 28 18.3 14 14.6 27 18.4 14 14.7 26 18.5 14 I9 Quick TR-55 Version: 5.46 S/N: Page 5 Return Frequency: 50 years TR-55 TABULAR HYDROGRAPH METHOD Type II. Distribution (24 hr. Duration Storm) Executed: 06-01-1998 11:51:10 Watershed file: --? POSTLAND.MOP Hydrograph file: --> POSTLAND.HYD LANDMARK CENTER WETLANDS REPLACEMENT POND Time Flow Time Flow (hrs) -------- (cfs) --------- (hrs) -------- (oft) --------- 18.6 14 22.4 9 18.7 14 22.5 9 18.8 13 22.6 8 18.9 13 22.7 8 19.0 13 22.8 8 19.1 13 22.9 8 19.2 13 23.0 8 19.3 12 23.1 7 19.4 12 23.2 7 19.5 12 23.3 7 19.6 12 23.4 6 19.7 12 23.5 6 19.8 11 23.6 6 19.9 11 23.7 6 20.0 11 23.8 6 20.1 11 23.9 5 20.2 11 24.0 5 20.3 11 24.1 5 20.4 11 24.2 4 20.5 11 24.3 4 20.6 11 24.4 4 20.7 11 24.5 4 20.8 11 24.6 4 20.9 11 24.7 3 21.0 10 24.8 3 21.1 10 24.9 3 21.2 10 25.0 2 21.3 10 25.1 2 21.4 10 25.2 2 21.5 10 25.3 2 21.6 10 25.4 2 21.7 10 25.5 1 21.8 10 25.6 1 21.9 10 25.7 1 22.0 10 25.8 0 22.1 10 25.9 0 22.2 10 22.3 9 20 Quick TR-55 Version: 5.46 S/N: 2l Plotted: 10-07-1997 14:57:41 t I I I Flow (cfs) 0 45 90 135 180 225 270 315 360 405 450 495 11,7 *z ? *x 11.8 *x ' * X 11.9 -; * z * x 12.0 * x ' * x 12.1 -: x ' * x 12.2 ? X 12,3 -; x ' * z i 12.4 -; * z 12.5 -' x X* 12.6 -' x X 12.7 -; z x= 12,8 X* z* 12.9 x* 13.0 -; z z 13.1 -; x x 13.2 -; x ' X* 13,3 -? x *X 13.4 -; X X 13.5 -; *X X 13.6 -' x X 13,7 -! *x ' *x 13.8 -; x x 13.9 -` x TIME (hrs) * File: PRELAND HYD Qmaz = 371.0 cfs x File: POSTLAND.HYD Qmax = 442,0 cfs ' POND-2 Version: 5.20 S/N: 1 1 1 J LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND DG--CC?" -Tx0&l CALCULATED 06-01-1998 DISK FILE: POSTLAND.VOL ?,Prslr l 17esigv\ 11:52:34 Planimeter scale: 1 inch = 1 ft. Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume -- (ft) (sq.in.) (sq.ft) (sq.ft) (cubic-ft) -------------------------------------------------------- 820.00 5,200.00 5,200 0 821.00 6,210.00 6,210 17,093 822.00 7,300.00 7,300 20,243 823.00 8,472.00 8,472 23,636 824.00 9,732.00 9,732 27,284 825.00 11,101.00 11,101 31,227 826.00 12,520.00 12,520 35,410 827.00 14,125.00 14,125 39,943 828.00 15,770.00 15,770 44,820 829.00 17,550.00 17,550 49,956 830.00 52,370.00 52,370 100,237 831.00 21,430.00 21,430 107,301 832.00 23,500.00 23,500 67,371 833.00 25,670.00 25,670 73,731 834.00 28,000.00 28,000 80,480 835.00 30,330.00 30,330 87,472 836.00 32,780.00 32,780 94,641 837.00 35,325.00 35,325 102,134 838.00 39,030.00 39,030 111,486 839.00 42,860.00 42,860 122,790 840.00 46,917.00 46,917 134,620 841.00 50,600.00 50,600 146,241 842.00 54,305.00 54,305 157,325 843.00 58,100.00 58,100 168,575 844.00 62,000.00 62,000 180,118 845.00 65,900.00 65,900 191,820 846.00 70,000.00 70,000 203,819 847.00 74,000.00 74,000 215,972 848.00 78,100.00 78,100 228,122 849.00 82,275.00 82,275 240,535 850.00 86,515.00 86,515 253,158 851.00 91,000.00 91,000 266,244 0 5,698 6,748 7,879 9,095 10,409 11,803 13,314 14,940 16,652 33,412 35,767 22,457 24,577 26,827 29,157 31,547 34,045 37,162 40,930 44,873 48,747 52,442 56,192 60,039 63,940 67,940 71,991 76,041 80,178 84,386 88,748 Volume Sum (cubic_ft ) 0 5,698 12,445 20,324 29,419 39,828 51,631 64,945 79,885 96,538 129,950 165,717 188,174 212,751 239,577 268,734 300,282 334,326 371,488 412,418 pool 457,291 506,038 558,480 614,672 674,711 738,651 806,591 878,582 954,623 1,034,801 1,119,187 1,207,935 2 IA = (sq.rt(Areal) t ((Ei-E1)/(E2-E1))*(sq.rt(Area2)-sq.rt(Areal))) where: E1, E2 = Closest two elevations with planimeter data Ei = Elevation at which to interpolate area Areal,Area2 = Areas computed for El, E2, respectively IA = Interpolated area for Ei * Incremental volume computed by the Conic Method for Reservoir Volumes. 22 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND ***** COMPOSITE OUTFLOW SUMMARY **** Elevation (ft) O (cfs) Contributing Structures 820.00 0.0 821.00 0.0 822.00 0.0 823.00 0.0 824.00 0.0 825.00 0.0 826.00 0.0 827.00 0.0 828.00 0.0 829.00 0.0 830.00 0.0 831.00 0.0 832.00 0.0 833.00 0.0 834.00 0.0 835.00 0.0 836.00 0.0 837.00 0.0 838.00 0.0 839.00 0.0 840.00 15.2 2 841.00 15.6 2 842.00 15.9 2 843.00 16.3 2 844.00 37.3 2 +1 845.00 121.9 2 +3 846.00 135.0 2 +3 847.00 147.0 2 +3 848.00 157.8 2 +3 849.00 168.0 2 +3 +4 850.00 210.1 2 +3 +4 851.00 277.0 2 +3 +4 23 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Outlet Structure File: LANDMARK.STR 2y POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Outlet Structure File: LANDMARK.STR Planimeter Input File: MACKSPON.VOL Rating Table Output File: POSTLAND.PND Min. Elev.(ft) = 820 Max. Elev.(ft) = 851 Incr.(ft) = i Additional elevations (ft) to be included in table: SYSTEM CONNECTIVITY Structure No. Q Table Q Table ---------- --- ------ ------- STAND PIPE 1 -> 1 ORIFICE-VC 2 -> 2 CULVERT-CR 3 ? 1 -) A WEIR-VR 4 -> 4 Outflow rating table summary was stored in file: POSTLAND.PND 1 1 Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND >>)>1> Structure No. 1 {({((( (Input Data) STAND PIPE Stand Pipe with weir or orifice flow E1 elev.(ft)? 843.50 E2 elev.(ft)? 851.001 Crest elev.(ft)? 843.50 Diameter (ft)? 6.0 Weir coefficient? 3.1 Orifice coefficient? .6 Start transition elev.(ft) @ ? Transition height (ft)? 25 1 ii Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND >>>>>> Structure No. 2 (((((l (Input Data) ORIFICE-VC Orifice - Vertical Circular E1 elev.(ft)? 839.418 E2 elev.(ft)? 851.001 Orifice coeff.? 3.1 Invert elev.(ft)? 839.00 Datum elev.(ft)? 820 Diameter (ft)? .417 2(r 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N- Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND >>)>>> Structure No. 3 (((((( (Input Data) CULVERT-CR Circular Culvert (With Inlet Control) E1 elev.(ft)? 843.500 E2 elev.(ft)? 851.001 Diam. (ft)? 4.0 Inv. el.(ft)? 839 Slope (ft/ft)? .005 T1 ratio? T2 ratio? K Coeff.? .0340 M Coeff.? 1.5 c Coeff.? .0553 Y Coeff.? .54 Form 1 or 2? 1 Slope factor? -.5 21 Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND >>))>> Structure No. 4 ((((l( (Input Data) WEIR-VR Weir - Vertical Rectangular E1 elev.(ft)? 849 E2 elev.(ft)? 851.001 Weir coefficient? 3.33 Weir elev.(ft)? 849.00 Length (ft)? 10 Contracted/Suppressed (C/S)? C 28 j Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Outflow Rating Table for Structure #1 STAND PIPE Stand Pipe with weir or orifice flow ***** INL ET CONTROL ASSUMED ***** Elevation (ft) Q (cfs) Computation Messages ----- -------- 820.00 ------- 0.0 ------------------------ E ( Inv.El.= 843.5 821.00 0.0 E ( E1=843.50 822.00 0.0 E ( E1=843.50 823.00 0.0 E ( E1=843.50 824.00 0.0 E ( E1=843.50 825.00 0.0 E ( E1=843.50 826.00 0.0 E ( E1=843.50 827.00 0.0 E ( E1=843.50 828.00 0.0 E ( E1=843.50 829.00 0.0 E ( E1=843.50 830.00 0.0 E ( E1=843.50 831.00 0.0 E ( E1=843.50 832.00 0.0 E ( E1=843.50 833.00 0.0 E ( E1=843.50 834.00 0.0 E ( E1=843.50 835.00 0.0 E ( E1=843.50 836.00 0.0 E ( E1=843.50 837.00 0.0 E ( E1=843.50 838.00 0.0 E ( E1=843.50 839.00 0.0 E ( E1=843.50 840.00 0.0 E ( E1=843.50 841.00 0.0 E ( E1=843.50 842.00 0.0 E ( E1=843.50 843.00 0.0 E ( E1=843.50 844.00 20.7 Weir: H =.5 845.00 107.3 Weir: H =1.5 846.00 215.3 Orifice: H =2.5 847.00 254.7 Orifice: H =3.5 848.00 288.8 Orifice: H =4.5 849.00 319.3 Orifice: H =5.5 850.00 347.1 Orifice: H =6.5 851.00 372.8 Orifice: H =7.5 Weir Cw = 3.1 Weir length = 18.84956 ft Orifice Co = .6 Orifice area = 28.27434 sq.ft. Q (cfs) = (Cw * L * H**1.5) or (Co * A * sgr(2*g*H)) No transition us ed, transi tion height = 0. 0 Weir equation = Orifice equation @ elev.= 845.8298 ft ?1 1 1 1 1 1 1 1 1 Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Outflow Rating Table for Structure #2 ORIFICE-VC Orifice - Vertical Circular Elevation (ft) 0 (cfs) Computation Messages 820.00 0.0 E ( E1=839.418 821.00 0.0 E ( E1=839.418 822.00 0.0 E ( E1=839.418 823.00 0.0 E ( E1=839.418 824.00 0.0 E ( E1=839.418 825.00 0.0 E ( E1=839.418 826.00 0.0 E ( E1=839.418 827.00 0.0 E ( E1=839.418 828.00 0.0 E ( E1=839.418 829.00 0.0 E ( E1=839.418 830.00 0.0 E ( E1=839.418 831.00 0.0 E ( E1=839.418 832.00 0.0 E ( E1=839.418 833.00 0.0 E ( E1=839.418 834.00 0.0 E ( E1=839.418 835.00 0.0 E l E1=839.418 836.00 0.0 E ( E1=839.418 837.00 0.0 E ( E1=839.418 838.00 0.0 E ( E1=839.418 839.00 0.0 E ( E1=839.418 840.00 15.2 H =20.0 841.00 15.6 H =21.0 842.00 15.9 H =22.0 843.00 16.3 H =23.0 844.00 16.6 H =24.0 845.00 17.0 H =25.0 846.00 17.3 H =26.0 847.00 17.7 H =27.0 848.00 18.0 H =28.0 849.00 18.3 H =29.0 850.00 18.6 H =30.0 851.00 18.9 H =31.0 C = 3.1 A = .1365721 sq.ft. H (ft) = Table elev. - Datum elev. ( 820 ft } 0 (cfs) = C * A * sgr(29 x H) 30 C? C C' Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Outflow Rating Table for Structure #3 CULVERT-CR Circular Culvert (With Inlet Control) *$ INLET CONTROL ASSUMED *$ Elevation (ft) Q (cfs) Computation Messages -------------- ------- ----------------------- 820.00 0.0 E l Inv.E1.= 839 821.00 0.0 E ( Inv.E1.= 839 822.00 0.0 E ( Inv.E1.= 839 823.00 0.0 E ( Inv.E1.= 839 824.00 0.0 E ( Inv.E1.= 839 825.00 0.0 E ( Inv.E1.= 839 826.00 0.0 E l Inv.E1.= 839 827.00 0.0 E ( Inv.E1.= 839 828.00 0.0 E ( Inv.E1.= 839 829.00 0.0 E ( Inv.El.= 839 830.00 0.0 E ( Inv.E1.= 839 831.00 0.0 E ( Inv.El.= 839 832.00 0.0 E l Inv.E1.= 839 833.00 0.0 E ( Inv.E1.= 839 834.00 0.0 E l Inv.E1.= 839 835.00 0.0 E ( Inv.E1.= 839 836.00 0.0 E ( Inv.E1.= 839 837.00 0.0 E ( Inv.E1.= 839 838.00 0.0 E ( Inv.E1.= 839 839.00 0.0 E ( E1=843.500 840.00 0.0 E ( E1=843.500 841.00 0.0 E ( E1=843.500 842.00 0.0 E l E1=843.500 843.00 0.0 E ( E1=843.500 844.00 87.0 Equ.l: HW =5.0 do=2.827 Ac=9.493 845.00 104.9 Submerged: HW =6.0 846.00 117.7 Submerged: HW =7.0 847.00 129.3 Submerged: HW =8.0 848.00 139.8 Submerged: HW =9.0 849.00 149.7 Submerged: HW =10.0 850.00 158.9 Submerged: HW =11.0 851.00 167.7 Submerged: HW =12.0 Used Unsubmerged Equ. Form (1) for elev. less than 844.04 ft Used Submerged Equation for elevations greater than 844.69 ft HW=Headwater (ft) dc=Critical depth (ft) Ac=Area (sq.ft) at do Transition flows interpolated from the following values: E1=844.04 ft; Q1=87.96 cfs; Dc=2.84 ft; E2=844.69 ft; 02=100.53 cfs 31 32 j n 11 Outlet Structure File: LANDMARK.STR POND-2 Version: 5.20 S/N: Date Executed: Time Executed: ************************** LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Outflow Rating Table for Structure #4 WEIR-VR Weir - Vertical Rectangular ***** INLET CONTROL ASS UMED ***** Elevation ------ --- (ft) 0 (cfs) ---- ------- Computation ------------- Messages ----------- 820.00 0.0 E ( Inv.El.= 849 821.00 0.0 E ( Inv.E1.= 849 822.00 0.0 E ( Inv.El.= 849 823.00 0.0 E ( Inv.E1.= 849 824.00 0.0 E ( Inv.E1.= 849 825.00 0.0 E ( Inv.E1.= 849 826.00 0.0 E ( Inv.El.= 849 827.00 0.0 E ( Inv.El.= 849 828.00 0.0 E ( Inv.El.= 849 829.00 0.0 E ( Inv.El.= 849 830.00 0.0 E ( Inv.El.= 849 831.00 0.0 E ( Inv.El.= 849 832.00 0.0 E ( Inv.E1.= 849 833.00 0.0 E ( Inv.El.= 849 834.00 0.0 E ( Inv.E1.= 849 835.00 0.0 E ( Inv.El.= 849 836.00 0.0 E ( Inv.El.= 849 837.00 0.0 E ( Inv.E1.= 849 838.00 0.0 E ( Inv.E1.= 849 839.00 0.0 E ( Inv.E1.= 849 840.00 0.0 E ( Inv.E1.= 849 841.00 0.0 E ( Inv.El.= 849 842.00 0.0 E ( Inv.El.= 849 843.00 0.0 E ( Inv.E1.= 849 844.00 0.0 E ( Inv.El.= 849 845.00 0.0 E ( Inv.E1.= 849 846.00 0.0 E ( Inv.El.= 849 847.00 0.0 E ( Inv.E1.= 849 848.00 0.0 E ( Inv.E1.= 849 849.00 0.0 H =0.0 850.00 32.6 H =1.0 851.00 90.4 H =2.0 C = 3.33 L (ft) = 10 H (ft) = Table elev. - Invert elev. ( 849 ft ) 0 (cfs) = C * (L-.2H) * (H**1. 5) -- Cont racted Weir Outlet Structure File: LANDMARK.STR 33 POND-2 Version: 5.20 SIN: Date Executed: Time Executed: LANDMARK CENTER WETLANDS REPLACEMENT DETENTION POND Outflow Rating Table A Table A = 1 ? 3 Elevation (ft) 0 (cfs) Contributing Structures 820.00 0.0 - 821.00 0.0 - 822.00 0.0 - 823.00 0.0 - 824.00 0.0 - 825.00 0.0 - 826.00 0.0 - 827.00 0.0 - 828.00 0.0 - 829.00 0.0 - 830.00 0.0 - 831.00 0.0 - 832.00 0.0 - 833.00 0.0 - 834.00 0.0 - 835.00 0.0 - 836.00 0.0 - 837.00 0.0 - 838.00 0.0 - 839.00 0.0 - 840.00 0.0 - 841.00 0.0 - 842.00 0.0 - 843.00 0.0 - 844.00 20.7 1 845.00 104.9 3 846.00 117.7 3 847.00 129.3 3 848.00 139.8 3 849.00 149.7 3 850.00 158.9 3 851.00 167.7 3 1 1 1 1 1 1 1 1 1 1 u POND-2 Version: 5.20 S/N: EXECUTED: 06-01-1998 11:53:43 10 YEAR Page 1 3q Return Freq: 10 years * LANDMARK CENTER WETLANDS * * REPLACEMENT DETENTION POND * * * * * * * ******************************** ***************** SUMMARY OF ROUTING COMPUTATIONS ****************** Pond File: POSTLAND.PND Inflow Hydrograph: PRELAND HYD Outflow Hydrograph: LAND10 HYD Starting Pond W.S. Elevation = 839.00 ft ***** Summary of Peak Outflow and Peak Elevation ***** Peak Inflow = 371.00 cfs Peak Outflow = 159.67 cfs Peak Elevation = 848.18 ft ***** Summary of Approximate Peak Storage ***** Initial Storage = 353,809 cu-ft Peak Storage From Storm = 512,390 cu-ft --------------- Total Storage in Pond = 866,198 cu-ft Warning: Inflow hydrograph truncated on left side. POND-2 Version: 5.20 S/N: loo Page 1 EXECUTED: 06-01-1998 11:53:44 -W YEAR Return Freq: 50 years ******************************** * LANDMARK CENTER WETLANDS * * REPLACEMENT DETENTION POND * ** SUMMARY OF ROUTING COMPUTATIONS* Pond File: POSTLAND.PND Inflow Hydrograph: POSTLAND.HYD Outflow Hydrograph: LAND&Q- HYD loo Starting Pond W.S. Elevation = 839.00 ft *?*$ Summary of Peak Outflow and Peak Elevation Peak Inflow = 442.00 cfs Peak Outflow = 178.57 cfs E- IOG yr ova F+-OW Peak Elevation = 849.25 ft qL. ? ??ecgs..e•t Sp%11?? ?lcTiv?tc4 ***** Summary of Approximate Peak Storage ***** Initial Storage = 353,809 cu-ft Peak Storage From Storm = 592,460 cu-ft --------------- Total Storage in Pond = 946,269 cu-ft Warning: Inflow hydrograph truncated on left side. 35 ' 36 ' POND-2 Version: 5.20 SIN: Plotted: 10-27-1997 ' Flow (cfs) 0 45 90 135 180 225 270 315 360 405 450 495 --'-----'-----'-----'-----'------------------- 702.0-: ' *x *X 708.0-; *x i * X ' 714.0-; * x z 720.0-; * z X 726.0-; * z x ' 732.0-; * z ' * X 738.0-; * x * z ' 744.0-; * x x X ' X* 756.0-' z * x* ' 762.0-; x x* 768.0-; X* X* ' 774.0-; x* ' X* 780:0-; x ' i x 786.0-; z x ' 792,0-, z X* 798.0-; x i *X ' 804.0-; x x 810.0-! *z 816.0-; x x 822.0-; *x *X 828.0-' X X ' 834.0-; z TIME ' (mini * File: PRELAND HYD Qm8x = 371.0 cfs x File: POSTLAND.HYD Qmax = 442.0 cfs Circular Pipe Pipe Diameter in inches Slope in % Manning n Radius in inches Area in Sq.Ft. WETTED FLOW DEPTH PERIM. AREA IN. THETA FT SF ------- 66 -------------- 6.28 17.28 ------ 23.76 61.9 5.28 14.51 23.15 66 1.5 0.013 33 23.76 0.015 HYD MANNING FLOW RADIUS GPD CFS VEL --------------------------------- 1.38 266526109.97 412.41 17.36 1.60 286703575.61 /443?63? 19.17 N%# AMOv,n 4e v 4#trv (0 (0" 1?? p t . (Gres-4ce 66" Culvert Crossing Stanley Road Worksheet for Circular Channel Project Description Project File untitled.fm2 Worksheet pip Flow Element Circular Channel Method Manning's Formula Solve For Discharge Input Data Mannings Coefficient 0.013 Channel Slope 0.015000 ft/ft Depth 5.50 ft Diameter 66.00 in Results Discharge Flow Area Wetted Perimeter Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Full Flow Capacity Full Flow Slope Flow is subcritical. 411.26 cfs 23.76 ft2 17.28 ft 0.14e-6 ft 5.22 ft 100.00 0.012989 ft/ft 17.31 ft/s 4.66 ft 10.16 ft 0.23e-3 442.39 cfs E- M AV- D 1 SGNARGE FROM 411.26 cfs 0.015000 ft/ft 10/07/97 FlowMaster v5.13 02:39:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-1666 Page 1 of 1 ?I I I ' rz ? p y ?Y y `Y l? ^ t w ? ' 3t w N _ w w _ _ ?++ W W W A w N S n H H H "' H 3k ?C 7t ? ZL ? ? ? w v w cn A »'? +? 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' W W J O G O U V ?O w V C\ U U G1 W W W _ "' y N N CT N C\ W co N U N C y 7 00 00 GO 00 00 00 CIO w 00 00 00 00 U ?7 .1 A J .'? ?l A N C\ 00 00 N 00 N 00 --l 00 ?o 10 O 10 O [s \0 :-4 ?o 00 00 T 00 N C\ Q\ O ?O W W ?o O N p' t?1 n Go co 00 00 00 00 00 00 00 00 00 00 V. 57, O? O1 -mil A - A V .a - C, 00 oo 0e Oo 00 00 ?o ?O C G C? O tJ N w +l ?o ?o ?o ?o 00 ?-- A N N w C w 10 ?O w \p C r z 7 C-1 > N '?] rD .-d z C -4 m E G fi 70 L?? 1 J ti + ?1 3k A W v b CA :C b7 :tt C7 4k co O VNi w J O? ?O 00 W " C!] ON a 00 A C4 ca w w C O '?" ? CO tr1 7 ? 7 .1 zrk U ztt J j 4k c1 a oo a, rn c o 0 0 ?- o ? o vi C ? O w V ."' ++ O N_ O C? U a J W ? C C• ?O N ?] ON J ?O a c• N r+ N r- F+ O F+ r r ? ?- r'0 O ?.,? U, w N O0 C 00 ? N 00 N 00 O a\ . a W ? p p? ? ,ro V N N ?] W W ?! a O O O O O O O O ,••? O J Q\ O N J 00 O J ? J V J V U 00 J ?O 00 0 0 o c 0 0 0 0 0 ^ ° H U ? ?] 00 a 00 a w J W J a V V J DD U _ U V T O^ w U U rf U U U U U U U U ?_ CA 00 00 GO 0C 00 00 00 CD :A 00 - 0000 O 00 p0 O U U ? j ?-- ? U w w N 41. +ai 00 a 00 N ? ? ? U 00 00 U N N U ? ?... O O ? ? r N i-- O O ?' p3 V p3 rA-. W U O O ? U ? O N T W U +? O O p O ~ co ?D N O 00 U O U O %0 U O J V ? n O U 00 J T N W O1 ? ? Q\ C 60 00 N d\ U T ?O •A W W A7 U J U a 00 U 00 00 d a N w 00 O w 10 Ol t7 pJp 000 % 00 a, 00 a, 00 °a° a00 ` co a` 00 -? ? --a C W W d 00 L1 w ?D U ?O U 00 00 00 p0 as 00 a% 00 00 00 00 7 m N ? w O C \D ? N X N C v` d "? N O ? a N J C• W W d W J In U ?O U C ? N p 00 p0 A 00 O? p0 a x C\ 00 CN DD J 00 J 00 D\ 00 DD W C o 00 N w kA Q\ O O S ' G1 C\ 00 O ?D O O C\ N O C 91 GD A 00 A 00 P 00 P 00 00 A W A 00 -1 00 A 00 A 00 A d P W 00 Q ++ CD C.\ ?-• C1 J 00 a 00 ?-' O O O ? N o. N W z 7 s 0 z L 1 C C7 CZ ? C` a w G± w ? CC7 b st 4k :zt :U: M-1 Z- :it ? N O? U W a N C ? f A C a C C H C; C'; ?, ? ? p ? ? ' ? 7?' G7 CA ? G7 ? CO H ?C r-- A N ? r O? U ? ? W W N N C O O O ?-- ?-- C C ? O O O O C W N W J W N C .? \ G J W v r .. N N A N CN N A ? %0 U U r3 N 4 00 0? •O W N W ?] U N O cp W \0 W C V 4i A - c\ W U N b \O J 00 C\ \ ? w ?o U C O O C O O O O O O O C c? a J 00 v `a U G\ \D ?o 00 W 00 Q? \Q U ?l J N N n ? C C C O O O O C ? O ? H W J 00 J --j 00 J A ?1 C ?O + ? N G\ ? J ? j ? U U U U U U U U U U U U ? CA 00 :A 00 co cc 00 co 00 co w co ? K 'A W W N ? G1 C tw+ U ?] N N ?-- ?II U O 00 !J 00 a C J to O O ,? U F-' U 00 N ? G 1 U N .I W 00 00 CO 00 U 00 00 00 U U U t4 pO N pO CO ?l pOp Cn O N O 0 o 0 0 0 0 0 r to N N v A U '"? A N •p A •A A yC ON Q? w 00 N 00 C 00 N 00 re ?-' ~ O ? O ? J O J O? J ? A U w N w w 00 00 00 P1 U U U ? ? W ? ? C A U W (D Vi T o J. b ? w W C ? ? C N ? O n 00 00 00 00 00 00 00 O A c ? A A +? G\ W 00 O? +'? O O n J ?D 00 N 00 N 00 N O O G\ ?O O CA W O 7 m 00 00 00 00 00 00 1.0 00 1.0 co .D co .O ?c O \0 o •0 O \0 O O O O ?o C N N G C\ C\i Y ?r b 00 W 00 N p? ?, v O? U r+ -4 w 00 ?n 00 CA 00 \.C 00 00 CA ?D co 1.0 co CIO ?o 10 .0 O We C m C9 O O O ?O O C w O? v\ :-+ C U ? C N N N N O N O W G1 C ?• n ? 00 00 00 00 00 cc 00 GO 00 W 1.0 00 .0 •40 00 00 .o 00 .o .o o o o a ID O O J .O C ?p w w _ _ q? _ b0 L. C In G1 Q. W O a <?• 00 U ? U N N N N N A 00 r z v 7 N H H C z [l 1 1 1 1 1 Landmark PERMANENT WET DETENTION POND DESIGN - JAN., 1997 GUILFORD COUNTY PLANNING & DEVELOPMENT DEPARTMENT PROJECT: Wetlands Pond Relocation INDEX NO: E1952 CHECKED BY: CEP LOCATION: Greensboro DATE: 4/27/98 REVISED: 5122/98 SITE DATA TOTAL SITE AREA = 84.00 acres WATERSHED = None PROPOSED BUILT UPON AREA = 58.80 acres CLASSIFICATION : WS - none FUTURE BUILT UPON AREA = 0.00 acres TOTAL ON-SITE BUILT UPON AREA = 58.80 acres PERCENT BUILT-UPON = 70.00% (GWA/WCA) = GWA ON-SITE DRAINAGE AREA TO POND = 84.00 acres MAX. OFF-SITE B.U.% = 70% OFF-SITE DRAINAGE AREA TO POND = 0.00 acres TOTAL WATERSHED AREA TO POND = 84.00 acres DISTURBED AREA = 15.00 acres TEMP. SED. STOR. USED (YIN) n DESIGN DATA TEMPORARY SEDIMENT STORAGE 0.5 acre-inch per disturbed acre PERMANENT SEDIMENT STORAGE 0.125 acre-in pertotal drainage area PERMANENT WATER QUALITY COMPOSITE B.U. % = 70.00 percent DEPTH (minimum 3 feet) 15.0 feet SA/DA (Figure 5.6-2) 0.87 percent TEMPORARY WATER QUALITY 1.0 Inch rainfall to be controlled PRINCIPAL SPILLWAY TYPE corrugated aluminum X reinforced concrete DESIGN STORM 10 year RAINFALL INTENSITY 5.8 inches per hour RUNOFF COEFFICIENT 0.7 EMERGENCY SPILLWAY TYPE grass lined X rip-rap lined DESIGN STORM 100 year RAINFALL. INTENSITY 7.8 inches per hour RUNOFF COEFFICIENT 0.7 POND DATA ELEV. @ BOT. OF POND = 820 SURFACE AREA = 4408 SF ELEV.@ BOT. OF PSS = 820 SURFACE AREA = 4408 SF ELEV. @ BOT. OF PWQ = 825.5 SURFACE AREA= 10810 SF ELEV. @ BOT. OF TWQ = 839 SURFACE AREA = 38967 SF ELEV. @ TOP. OF TWQ = 843.5 SURFACE AREA = 55320 SF ELEV. @ EMER. SPILLWAY = 849 ELEV. @ TOP OF DAM = 851 INVERT OF BARREL = 839 Page 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Landmark ELEV. Q BOT. OF POND= 820.00 SURFACE AREA = 4408 Square Feet ELEV. @ BOT. OF TWQ = 839.00 SURFACE AREA = 38967 Square Feet ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE = 309047 Cubic Feet ELEV. c@ BOT. OF PSS = 820.00 SURFACE AREA = 4408 Square Feet ELEV. @ BOT. OF PWQ = 825.50 SURFACE AREA= 10810 Square Feet VOLUME PROVIDED = 41850 Cubic Feet NORMAL POOL ELEVATION = 839.00 SURFACE AREA PROVIDED = 38967 Sauare Feet OKI I I I I Rv=1 0.680 in/in I ELEV. cQ BOT. OF TWQ = 839.00 SURFACE AREA = 38967 Square Feet ELEV. @ TOP OF TWQ = 843.50 SURFACE AREA = 55320 Square Feet VOLUME PROVIDED = 212146 Cubic Feet OK Page 2 Landmark PRINCIPAL SPILLWAY DESIGN STORM PEAK FLOW = 341.0 CFS HEAD ABOVE TOP OF RISER = 5.50 ELEVATION AT TOP OF R ISER = 843.50 BARREL: ELEV. OF BARREL INV. = 839 TRY BARREL DIA. = 48.00 in. dia. h = 8 ORIFICE EQUATION Q = 171.1 CFS FAIL RISER: RISER(AREA ) =1.5 TIMES BARREL(AREA) TRY RISER DIA. = 72 in. dia. WEIR EQUATION Q = 809.6 CFS OK ORIFICE EQUATION Q= 319.3 CFS FAIL ORIFICE CONTROLS WATER QUALITY RELEAS E HOLE ELEV. @ BOT. OF WATER QUALITY RE LEASE HOLE = 839.00 MAXIMUM RELEASE RATE = 4 Days MINIMUM RELEASE RATE = 6 Days MAXIMUM HOLE SIZE = 0.099349413 4.27 in. dia. MINIMUM HOLE SIZE = 0.066232942 3.48 in. dia. EMERGENCY SPILLWAY ELEV. @ EMER. SPILLWAY = 849 DESIGN STORM PEAK FLOW = 458.6 CFS FLOW THROUGH EMER. SPILLWAY = 117.6 CFS HEAD ABOVE TOP OF RISER = 7 BOTTOM WIDTH = 2.12 FLOTATION OF RISER ELEV. @ TOP OF RISER = 843.50 ELEV. @ BOT. OF PSS = 820.00 H = 23.50 ft AREA OF RISER = 28.3 SF VOLUME OF RISER = 664.4 Cubic Feet AREA OF BARREL = 12.6 SF EXPOSED LENGTH = 10.00 ft VOLUME OF BARREL = 125.7 Cubic Feet WEIGHT OF WATER DISPLACED = 49302.90 lb FACTOR OF SAFETY (10%) 54233.19 lb VOLUME OF CONCRETE ANCHOR = 361.6 Cubic Feet Sce Qov11N++ C0.1cs % ?4 F3aa i8-PgGK Page 3 State of North Carolina Department of Environment, Health and Natural Resources Division of Environmental Management James B. Hunt, Jr., Governor Jonathan B. Howes, Secretary A. Preston Howard, Jr., P.E., Director A IF '7A 4 ? -two ED F= "F1 August 15, 1995 Guilford County DEEM Project # 95777 APPROVAL of 401 Water Quality Certification and ADDITIONAL CONDITIONS Mr. Rick Gutierrez 1900 Interstate Tower 121 West Trade Street Charlotte, N.C. 28202-5399 Dear Mr. Gutierrez: FILE COPY You have our approval to place fill material in 0.483 acres of wetlands or waters for the purpose of constructing a commercial development for Wendover South Associates at SR 1541 and SR 1575, as you described in your application dated 25 July -1995. After reviewing your application, we have decided that this fill is covered by General Water Quality Certification Number 2671. This certification allows you to use Nationwide Permit Number 26 when it is issued by the Corps of Engineers. This approval is only valid for the purpose and design that you described in your application. If you change your project, you must notify us and you may be required to send us a new application. For this approval to be valid, you must follow the conditions listed in the attached certification. A permanent, wet detention pond shall be installed and maintained for this development by either renovating or relocating the present, downstream sediment basin. In addition, you should get any other federal, state or local permits before you go ahead with your project. If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, P.O. Box 27447, Raleigh, N.C. 27611-7447. This certification and its conditions are final and binding unless you ask for a hearing. This letter completes the review of the Division of Environmental Management under Section 401 of the Clean Water Act. If you have any questions, please telephone John Domey at 919-733-1786. S' lI ` Pr ston Howard, Jr. P.E. Attachment cc: Wilmington District Corps of Engineers Corps of Engineers Raleigh Field Office Winston-Salem DEM Regional Office Mr. John Domey Central Files Joseph humble; Davis-Martin- Powell & Associates 95777.1tr P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone 919-733-7015 FAX 919-733-2496 An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post-consumer paper DIVISION OF ENVIRONMENTAL MANAGEMENT WATER QUALITY SECTION 401 COMPLIANCE MONITORING FORM DEM Investigator: lJ t/ OlP l /. DEM # 7 ?\ ??? Date Time: l ?a Regional Office:County: Project Name: am Geo fi Permittee: weH6-10V 5e ti t A5so? Location of Project: Wxd f W-evrato ve *- a [ 5f4o ley /ion Type of Development Authorized: -?f`y1e?Gi?i Type of Permit / Water Quality Certification: PW.7,6 71 Type of Wetland or Water Impact: co m ?n 2tf'G rrll Wetland Type and DEM Rating:. 00' /°0Ad ; H X11 F / Nearest Stream: Si Af Cr4 6 Basin/Sub.: Distance of Wetland Impact from Nearest Stream: VIOL ?? r? 0&1 pfd {f ! 14 fee1,61 Hed 5?WW4 Specific 401 Conditions: tv,-? p ¢" fiov/ Is project in compliance with all conditions: 6 / N / t describe why: comet-ewciql qy eo? a lool 1?evrotor?ev ?ay eec???velo??? I e54" Of Paa'C.e! 6ty`e Ct41^r^etg1 ?J?Ms i-ote , et,,-iJJ= 4 MA o? el-0 led a t4e? Odle. lat 1-1Z ?la? Iyad q f 40j/It of y1V p4p-cmet // of- Is there a violation of the 401 Certification authorization ? k1d If so complete the enforcement section on the back of this form and forward copy to the Central / Regional Office. Supervisor's Signature: C /?' Date: 1( l % tin I J J 7 J J J J I O C? C S ?, o y FR W-1 BEM M. !tationwide Permit Requested (Provide Nationwide Permit #): 95,31,1994 10 19 NO. 2 P. 4 ACTION ID: JOS. U FORM FOR Nationwide permits that require notif cation to the Corps of Engineers Nationwide permits that require application for Section 441 cerfification WULM[NGTON DISTRICT ENGINEER CORPS OF ENGINEERS DEPARTMENT OF THE ARMY P.O. Box 1890 W*aington, NC 28402-1890 ATIN: CESAW-CO-E Telephone (919) 251-4S11 WATER QUALITY PLANNING DIVISION OF ENVIRONMENTAL, MANAGEMENT NC DEPARTMENT OF ENVIRONMENT, HEALTH. AND NATURAL, RESOURCES P.O. Bor. 29535 Raleigh, NC 27626-0535 ATTN: MR..TOSN DORNEY Telephone (919) 733-5083 ?NE (1) COPY OF THIS COMPLETED APPLIC:4TION SHOULD BE SEN'T' TO THE CORPS OF ENGWEERS. EVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF ENVMONMENTAL, MANAGEMENT LEASE PRINT. Own=Name: Wendover South Associates Own=Address: 1900 Interstate Tower/121 W. Trade St. Charlotte, NC 28202-5399 Owu= Phone Number (Home): If Applicable: Agsnt's name or responsible corporate officiai, address, phone m nab=-. Rick Gutierrez n ers a e ower de S r t Charlotte, NC 28202-5399 (704) 331-25.00 Location of work (MUST ATTACH MAP). County: Guilford =est Town or City: City of Greensboro, NC eeific Location (Include road rnunbers, landmarks, etc.): Southwest corner of Intersection CSR Wendover Aveune and NCSR 1575 (Stanley Road 14amaofCIosestStreaualRivcr. Unnamed tributary South Buffalo Creek River Basin: Cape- Fear +-? Is this project located in a watershed classified as Trout, SA. HOW, ORW, WS F, or WS ZI? YES [ I NO W Have any Section 404 permits been previously requested for use on this proPcrrjl YES I I NO 'VI If yes, explain. Estimated total number of acres of waters of the U.S., including wetlands, located on project site: 2.273 Acres ± Number of == of waters of the U.S., including wetlands, impacted by the proposed project; Filled: 0.483 Acres ± Drained: Flooded: Excavated: (Wak): (704) 331-2500 Total Impacted: FROR - 05,31,1994 11;19 NO, 2 P. 5 12. Description of proposed work (Attach PLANS-8 1/2" X 11" drawings onlyPipe and fill existing drainage ditch 13. Pnrposeofproposed work- construction of a commercial site 14. State masons why the applicant believes that this activity must be carried out in wetlands. Also, note measures taken to minirnize wetland impacts. _ Shape of property would prohibit lot development 15. You are required to contact the U.S. Fish and Wildlife Service (USFWS) andtorNational Marine Fisheries Service (NMFS) regarding the presence or any Federally listed orproposed for listing endangered or threatened species or critical habitat in the permit area that may be affected by the proposed project Have you done so? YES [ ] NO [X] P-ESPONSES FROM THE USFWS AND/OR NNM SHOULD BE FORWARDED TO CORPS. 16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence of historic Properties in the permit area which maybe affected by the proposed project? Have you done so? M[ ] NO E X] RESPONSE FROM THE SHPO SHOULD BE FORWARDF-D TO CORPS. 17. Additional, information required by DEM: A. Wetland delineation map showing all wetlands, streams, and lakes on the property. B. If available, representative photograph of wetlands to be impacted by project. C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the delineation line. D. If a stormwater management plan is required for this project, attach copy. F- What is land use of surrounding property? Commercial F. If applicable, what is proposed method of sewage disposal? N/A Rick Gutierrez co f wki y0 Wa ?o 2ct 00 tiU) .z Fw N 04 C9 Dr. F ro ?c d a 0 m o m y 2 W 141 0 'C 36 585000m.N. 360OU '30" LEXINGTON 25 MI. ROAD CLASSIFICATION 1 MILE Heavy-duty ................... Light-duty ................ 100 7000 FEET Medium-duty............ Unimproved dirt 1 KILOMETER Interstate Route 0 U. S. Route O State Route ?N . C. QUADRANGLE LOCATION GUILFORD, N. C. N3600-W7952.5/7.5 iRDS 1951 C.20242 PHOTOREVISED 1968 ON REQUEST AMS 5056 111 SW-SERIES V842 9 5-7 -7 -7 1 ISSUEO DAVIS - MARTIN - POWELL & ASSOCIATES, INC. ENGINEERING LAND PLANNING • SURVEYING P 218 GATEWOOD AVENUE • SUITE 102 RECEIVED - HIGH POINT, NC 27262 PHONE (910) 886-4821 • FAX(910)886-4458 "JUL 2 61995 ENVIRONMENTAL SCIENCES July 25, 1995 Re: Notification Form Information Sheet (Nationwide Permit) Wendover South Associates Job No. E-1952 Water Quality Planning Division of Environmental Management NC Department of Environment, Health, and Natural Resources PO Box 29535 Raleigh, NC 27626-0535 Attn: Mr. John Dorney Dear Mr. Dorney: On behalf of Wendover South Associates, Developer of Laramore Center, please find enclosed the following: 1. Boundary map of Wetlands as delineated by John Thomas, Army Corps of Engineers and surveyed by Davis-Martin- Powell. (7 each) 2. Notification Form/Information Sheet completed and signed. (7 each) 3. Copy of Quad Sheet "Guilford" with site indicated. Thank you for your prompt attention concerning this project. Very truly yours, DAVIS-MARTIN-POWELL & ASSOCIATES Jo ph H e --- (2. 1"" - - JJH/cros c: Wendover South Associates John Thomas, Army Corps of Engineers File FROM 05,31,1994 11 17 NO, 2 P. 2 NOTMCATYON FORM INIFO.NIALTION SST Nationwide permits that regtdre notification to the Corps of Engineers Nationwide permits that rewire applications for Section 401 certification A. NOTIEXATION TO TBE CORPS OF ENGINEERS DMMCT E NGRMM M MM TO =f B. BELOW FOR DU SION OF ENTIRONMENTA L iti1ANAGEMENT APPLICATION RE. Q S AND SPECIFICALLY NOTE NWP 26 DIFFERENCE.) :errata nationwide pa=its require noti£czdon to the Craps of Engineers before work can proceed. They are as follows. - NW? 5 (only for discharges of 10 to 25 =bic yards) NWP? IL WP 13 (only for stabilization activities in excess of 500 fimcz in length or ter than an average of one cubic yard per ruing foot) NWF 14 (only for figs in specal aquatic sites, including wedands, and must include a delineation of affected Te-..;,ai aquatic sites) NWP 17 NWP I8 (Mquired when discharge exceeds 10 cubic yards orthe disc?e is in a special, aquatic site and must include. a delineation of the affected special aquatic sine, including wetlands) NWP 21 (m= include a delineation of affected spcciai aquatic sites, including wetlands) NWP 26 (only for groater than I az::e total impacts and must include a delineation of affected specal aquatic sites, including wetlands) NWP 33 (mustinciude azrstorition plan of reasonable measures to avoid and winirm impacts to aquatic resources) NWP 37 NWP 38 (must include a delineation of affected special aquatic sites, iadudiag we lwds) or activities that may be anthorized by the above listed nationwide permits that requite notification, the pplicant sh4 not begin wmk a,. 'UnW nodded that the work may proceed under the nationwide Permit with any special conditions imposed by the District Engineer, or b. If notified that an individual permit may be required, or c. Unless 30 days (calcadar) Dave passed from the time a complete notificmdou Is received by the District Engines and no notice has been received "from the District Eugine=, and reguimd stare approvals have been obtained Required state approvals includ1) a Section 401 water quality =d cation if attdotiation is requested for a discharge of dredged or M material, and 2) an approved coastal zone maaagemcat consistency deteraziaation if die activity wilt affect the coastal area. se of 12 also requires notification to the District Enginex but work may not begin =tU written )ncm=ce is received from the District Engines The time periods dc=ibed above do not apply. srthermore, requirements to notify the U.S. Fish and WUd fe Service (USF WS), the National Marine fisheries Service (NMFS), and the State Historic Preservation Office (SEPO), as indimted below and one the )tincadon form, do not apply. APPLICATION TO DENT FOR NA77ONWME PERMIT SECTION 401 CER MCATION. errata nationwide peanits Teatime an application to DEM in order to obtain Section 401 Water quality =tificadm icy are NW? 6,111 , NWP 12, NwP IS, NWP 16, NWP 17, NWP 21, NWP 33, NWP 34, NNn 38, and NM 40. =taia nationwide permits were issst ed gene=t certifications and require, no application. They are NWP 3, NWP 4, WF 5, NWP 7, NWP 20, NWP 22, NW 23 (m1pires notification to DEbO, NWP 25, NW? 27, MVP 32, NWP 36, Ed NWP 37. re following nationwide permits were issued S==zl cations for a* limited activities: NWP 13 (for pmjeas sa than 500 feet in length), N -WP 14 (for projects that impact waters only), NWP 18 (for projects witb I= rhea 10 'sic yards of fM is wanes only), and NWP 26 (for Projects with less than or equal to one-third acct: U of waters or Ids). Projects that do not meet these site: require application for Section 401 water quality orations. FROM 05,31,1994 11:18 NO, 2 P, 3 ..__...? Env a...a„ 'Jmw y &A' usw lu uutaut approval trvm the Corps of Engineers and/or the N.C. Division of ironmental Management as specifled above. The permittee should make sure that all n is carder to avoid delays. One copy of the completed form is required by the Corps of Enguteeinfo rs arzn nd sever Provided copies art required by DEM. Plans and maps must be on 81/2 x I I inch paper. eaess Enda" ered speci Wildlifes requtMent_ For Corps of Engineers notifications only, applicants must notify the U.S. Fist: and e Service and/or the National Marine Fisheries Service regarding the presence of endangered s es that be affected by the proposed project. P? may U.S. FISH AND WILDLIFE SERVICE RALEIGH FIELD OFFICE P.O. Box 33726 Raleigh, NC 27636-3726 Tekphone (919) 856.4520 NATIONAL MARINE FISHERIES SERVICE HABITAT CONSERVATION DIVISION Pivers Island Beaufort, NC 28516 Telephone (919) 728-3090 Historic mmurces requirement: For Corps of Engineers notifications only, applicants must notify the State Historic Preservation Office regarding the presence of historic properties that may be affected by the proposed project. STATE HISTORIC PRESERVATION OFFICE N.C. DIVISION OF ARCHIVES AND HISTORY 109 East Jones Stmet Raleigh, NC 27601 Telephone (919) 733-4763 nfonnation obtained iiom these agencies should be forwarded to the Corps. 401 ISSUED Fk041 05,31,1994 1119 NO. 2 P. 4 BEM ID: q 5 77 ACTION M: Yationwide Peanut Requested (Provide Nationwide Permit #): JOINT FORM FOR Nationwide permits that require notification to the Corps of Engineers Nationwide permits that require application for Section 401 certification WM IICNGTON DISTRICT ENGMMR CORPS OF ENG24EERS DEPAR'INUiNT OF THE AILMY P.O. Box 1890 W"Amingtm ATTN.- SAW - CaE -1890 Telephone (919) 251-4511 WATER QUALITY PLANNING DIVISION OF ENVIRONItirtE TAL MANTI- NC DEPARTMENT OF ENVIRONMENT, [ [? ANDNATURAI,RESOURCES P.O. Bor. 29535 Raleigh, NC 27626-0535 6 ?`'`= ATTN: MR. JOHN DORNEY Telephone (919) 733-5083 _ )NE (1) COPY OF THIS COWLETED APPLICATION SHOULD BE SENT TO THE CORPS OF E WEEKS. EVEN ('7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF HNVM0NMENTAL MANAGEMENT LEASE PRAVT. . Owners Name: _ _Wendover South Associates .OwnessAddiess: 1900 Interstate Tower/121 W. Trade St. Charlotte, NC 28202-5399 Owner Phone Number (Home): (Work): (704) 331-2500 IX AppU=1e : Agent's name or responsible corporate official, address, phone numb=. Rick Gutierrez n err a e Tower de Street- Charlotte, NC 28202-5399 (704) 331-25.00 Location of work (MUST AM CH MAP). County- Guilford =restTown oraty: City of Greensboro, NC ?eaific Location (include road m=bers, landmarks, etc.): Southwest corner of Intersection 'C-SR 1 41 (Wendover Aveune) and NCSR 1575 (Stanley Road) NameofClos=S ver. Unnamed tributary South Buffalo Creek River Basin: Cape. Fear Is this project located in a watershed awsTmd as Twat, SA, MQW, ORW, -WS I, or WS Z[? YES I 1 NO (j Have any Se=on 404 permits been previously requested for use on this PmPaty? YES I I NO IXI If yes, explain. . Estimated total number of acres of watcrs of the US., including wetlands, Iocued on project site: 2.273 Acres ± Number of ac= of waters of the U.S., including wetlands, impacted by the proposed pwje c;t Filled: 0.483 Acres ± Drained: Flooded: Excavated: Total jngacted: FROK - 05,31,1994 11;19 NO, 2 P, 5 12. Description of proposed work (Attach PLANS-8 I/2" X I1"drawings only); Pipe and fill existing drainage ditch 13. Purpose of proposed work: construction of a commercial site 14. State reasons why the applicant believes that this activity must be carried out in wetlands. Also, note measures takers to minimize wetiand impacts. Shape of property would prohibit lot development 15. You are required to contact the U.S. Fish and Wildlife Service (USFWS) and/or National Marine Fisheries Service (NMFS) regarding the presence or any Federally listed orproposed for listing endangered or threatened species or critical habitat in the permit area that may be affected by the proposed project Have you done so? YES [ ] NO [X] kESPONSES FROM THE USFWS .AND/OR NMFS SHOULD BE FORWARDED TO CORPS. 16. You are required to contact the State Historic Preservation Officer (SHPO) regarding the presence of historic properties in the permit area which may be affected by the proposed project? Have you done so? YES E ] NO [X] RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS. 17. Additional, information required by DEM: A. Wetland delineation map showing all wetlands, streams, and lakes on the property. B. If available, representative photograph of wetlands to be impacted by project. C. If delineation was performed by a consultant, include all data sheets relevant to the placement of the delineation line. D. If a stormwater management plan is required for this project, attach copy. E. What is land use of surrounding property? Commercial F. If applicable, what is proposed method of sewage disposal? N/A Rick Gutierrez CLO v D 5 x 3 z D a z z y O Aga > r?f 3NA u) s O C) z 0 oa a 2 n n a i 0 m z v 0 rmi? n00m=a ?n? mm>0 ?ompu D 0pvzOr Z rl0g?g?rD 7 <=> rn o M;oa D Z-O m U) ? O 'f'ry` V V R z z C) m ?rn co 0 ,z f. M O ? C7 D ?. ?lj I? V ? m l? ? r R p CA cnD m ' ti gy' o? fTl k s v -, 0 i 0 n C) O _ - - i wh ?ri ti tq O W0. Z? 00 ?m .2 Fw N? !, b O a 0 o ? m y z w 1k (9 'C 86 985000m N. 360OU '30" LEXINGTON 25 Ml. ROAD CLASSIFICATION i MILE Heavy-duty ................... Light-duty..................... )00 7000 FEET Medium-duty............ Unimproved dirt 1 KILOMETER C ) Interstate Route U. S. Route O State Route QUADRANGLE LOCATION GUILFORD, N. C. N3600-W7952.5/7.5 1RDS 1951 C. 20242 PHOTOREVISED 1968 ON REQUEST AMS 5056 111 SW-SERIES V842 I n 1 ~ I~ro~, ~ i r~+~ I ~ , NEST N'ENOOyER AyE. ~k I is ~ ~ T~ fX. SAN. MH ~ N~ P ~ I~ ~ ~ ~ to esze A / ~ ~ ~ lNV 1N 814.29 NOTE ~ ~ . ~ iNV our B44.17 ? ~ I ~ EX. SAN. MH WETLANDS DETENTION PON ~ ST""~r R0. ? ~ l - _ ~ p 0 ? ~ ~ , ~ , TOP 847.73 / D SHALL BE (J ~ ~ -J AS lNV IN 8IJ03 i~ A TEMPORARY SEDIMENT TRAP UNTIL GR1;D~NG o ~ _ ? , ~ ~ ~ - - 1NV OUT 841.95 HAS BEEN COMPLETED, ANY ACCUMULA ~~'CiN F i ? ti , ~ ,1 ~ - - ? - PROP sAN ~ / SEDIMENT SHALL BE REMOI/ED AFTER EA,~N, srA. o+oo.ce STORM EVENT AND PRIOR TO POND BEINr= ` ~ ~ ~ TEMP EAF ? _ - { TEMP EARTH BERM /NV fN 8fJ67 / ~ I / ? ~ ~ T R L TEMP S!L T FENCE ? ~ TEMPORARY PUT INTO OPERATION. ExanNC ~ Exrsmvc ~ I ~ ii I ~ CONSIRUCl10N , sr r~ s+ suia~ao~oa~L ~ BLw. ~ ? ~ ~ ENTRANCE 1NV B<JB6 INV 8~3.A~ / U i_ i \w l i ~ - / _ i ? "SF SF SF----NSF / Z - - - EXIST 12' SAN - - ~ ? 6' ~ ¦s _ _ _ _ - - ? \ ~ - w -rte 3 ~ / _ ~ 1 ~ ~ - SF S _ ~ x~ / ~ - - e~. A \ 4 i%~ } ~ _ _ _ ~~~r~ EXIST 72" ~~~~A ~ ~ F' TOP ~ ~ ~ ~'~ri OAAI, 6S _ " ~ Z 1V i O -ti ~ ~ ~ - e~.~~ ~ ~ ~ ~ } N - , ~ . ~ sr swR ' - CU-SC 2336 ` I I ~ ~ W ~ ] N - ~ # ,i ~ I I ~ ~ ~ N ~ ~ ~ ~ ~ p iii , / i ~ 66 ! I I Q < ~ - ~ I~, VICINITY MAP w a - , - ~ ~ ~ ~ ~ z _ j ~ ~ - ~ Cf~CUR4Q DATA ~ p ' ~V ~ D - 23'03'20' + F, R£tOCAIED ~ I ~ - ~ J N REtDCA/ED ~ I (V ~,S~ ~ ~ ~ ~ ~ SAN SNR i i R ~ 575.00' 'x~ : , SAN SNR I Z (n ~ J I d ~o Ni (V ~1~-~ ~ ~ I T - 117.2T ~ ~ _ ~ / ~ \ ~ _ _ L ~ 21.38' ' , \ _ - _ I E ~ \ WVao i J > p W a p ~ O ~ ~ FAS ORA A ~ I ~ ~ s ~ ~ - _ l ~ l ? FMf + \ ~ V it NT ~ ~ \ ~ 1 ~ i B67 _ _ _ - ~ f l ~ - - 1 p ~ - ® ~ ~ fXJ T SAN SNR p ~ ~ TO BE RELOCATED ~ O 0 D I ~ ~ I ~ I Z W ~ I ~ 3 z ~ ~ I " w o ~ - Q F vOR ~ ~ ~ _ - ~ ~ / '~S vq/ ~ ~ i, QTY- ~ L 1 F ,r ~ _ ~ z~ , ~ ~ I Z ~QZ~ a M ~9 - ~ n, , ~ CCU-C Fl~IT . . ~ , ~ - - - ~ ti r PROP SAN Afll/? v V ~ ~ - - ~ i STA 2+50. r ~ SAN MH ~ I - ~ - w o 2+SD00 ~ I; y eae ~ h I TEMP S1L T FENCE ~ a0 ~ h I I v' C~ ~ Z - _ ~ ~ 147 9 sg. ~ ~ _ j 9 iNV our elzes o / ''t w h ~W ~ T` w ~ 6' Q I c~ -Q \ z c7 Q = /N ~ ~ ~ ~ - 4 ~-v. Y~ - _ _ _ - - i FOR GRASSING SPECIfICA 71ONS ~ ~p \ W ~ O, _ S _ ~ I SEE EROSION CONTROL ~ 4 ;PHASE IdA r _ . - a6o- ~ - _ _ _ S i l DETAIL SHE T S ~ i ~ _ _ - i , ~ X - ~ I E ~ (n D - ~ - sws~r ~ - , ~ s -o . ~ _ ~ X 0 > RIP ~tAP J ( \ _ ~ ~ Q S - - k 1 ~ ~ ~ ~ s ---8 - - ti _ - 9 - ~ , , ~ _ ~ o ? ~ I, c SIL T FENCE IS ~ ~ ~ I i `9 a I I - ;fin" ~ ` " LIMITS OF CONSTRUCTION ~ I~ ~ ~ GI9IANNE~ iVf1 ~A R~ - _ ~ ~ o I i ti ~ m ~ ~ ti/ r I ~ ~ v~~,` ~ > '1, ''y ~ ~ - ~'lLIER FABRIC ~ tihT ~ _ ~ r ~ i~, x . CHAN DEP1N =-2'~ ~ ~ x u ~ - v I i ~ ~ I TEMP EARTH BERM TO BE CONSTRUCTED i r -woo H - 4 p ; ~ I I EXIST SAN SWR TO BE AT REQUIRED DEPJH TO 0/BERT RUNOfF ~ I I REMOVED ~ RELOCATED TO PROPOSED POND ~ r 1 ~ " .y ~ PLACEMENT DEPTH - 22" ~ _ " r. , ~ ~ to ~ x ~ I I a I I I SF ~ .w 8 ~ r ry I ' - ~ _ _ . ti _ - J.'~ ~ o ~ y 1 Y ~ ry I ~ I I ~ ~ TEMP EARTH BERM I ~ ; S ~ i ~6p TEMP S1LT FENCE ~ i ~ _ - ~ y'''~% ~ ~ o ~ i ~ I ~ ~ 0 _ ? X B 7 i (v rE EARTH BERM ~ ' ~ ~ ~ . ~ ; ~ , - ~ 1~ ~ ~I ~ , ' ~ k' ~ " ~ ~ i ~ ~ - I 1 ~ ~ _ _ a ~ ~ ~ t ~;,y ~ ~ ~ ~ ~ 0 'o N ~i 0~ ~ ~ ti~ ~ T MP ~ ~ ~ ~x~'M ~ E SED BASIN ~ 1 , C/L RVE DATA ~ ~ `9TA 61r , -n W m ~I ;SCAR iPISER WTTH - - ~ ~ 0~ ~ ~ / ~ `V Q - I, i - \ 811: ~4, p ORAINA6E AREA - 4.96 AC ~I ~ ~ - 6 ~22 5~ 1' fO8 CAP TRASH RAG~K 6 DES ' FOLIA M ~ / ~ ~ ~ ~ 0l R A ~ 'u) 5 _ ~ W 1 o Q- Q- lv SIU BEO REA 4.96 AC 1 - 5.00 1• 5 CE JNV. 839.0 , ' _ p ~ ~ ~ F' ? ~ SURFACE AREA R£0 = 3403 Sf Q' I ~ : ~ , , vv o~ , ~ ~ T= 890 ~ ,1 ~ -A ~ Q' o~ va. REQ. = 8918 CF ~I ~ ~ ~ 1 ~ ~ N ~ j,, , , i / ~ ~ W ~ _ ~ o ~ ~ ~ O 0~ ~ BASIN SIZE _ .96'Lx48'N'x2'0 O,, 1 L = 666.19 1~ PROP SAN MH~3 ~ ~ r ~ < ~ z ~~Y i W U ~ tS1 F- _ U? ~ Q I ~ T MP srA. 1fss.le ~ ; Q ~ ~ yr ~ SUR. AREA PROVIDED 4608 SF ~i 4~ E OR R Y iNV iN Bsz6s ? ~ • ~ ~ rtxuMN PROVIDED = 921s c~ RTH ERM wV our Bsz~ ~ ~ ;u` ~ U Q W - x / ~ ea C1 , ~ 7 0 O , tia rq ~ PJ p~ ~ ~ ~ ~ ~o ? ~ Q~ Q NE/R LENGTH = I2' I ? } ~ ~ i ~ ~ - _ _ - i i i~ C ~ Q ~ ~ 91.3P~e'K,P01.82X ? ,~~A- p~ - p~ ~ " ~ X ~ [rh~ m ~ ul / ~ I ~ PRA 3AN ? ' ~ SM1P ~ ~P ~ ~ ' ~ DENSE FOLIAGE ~ stx s+BS.B ~ ~ , x SN1P i ~ - o~ c ~ ~ ~ ,w?~ air es1,,1e ,r: , ~ ~ ~ ~ ~ 66 W ~ .r ~ ~ ~ 2 i Bp ~ ~ ?fR fXlST l ~ , 1 ~ ~ / ~ ~ ~ \ ~ i ~r' ~ ~ - - ~ CT I ~ j ~ r Y ~ ~ i A i`- ~'i ~ ~ ~ ~ ~ ~ ~ ~ , r _ dt' v`- IEMP S1L T FENC~ - ~'v- ~ ~ ~ ~ ~ ~ I _ ~ ~ ~ _ _ EDGE EXI'STIN ~ ~ ° 8 I N r ~ I " ~ T RAPHY ~ U ~ \ C~ - aG a ~ ~ ~ I i ~ ~ ~ , i" I:, l ~ V ~0 - 1 ~ ~ ~ / ~ k ~ EXI T SAN SWR TO BE i~ 70 ~ (u ~ ~i' / , , ~ ' ~ ~ ~ I ~ i ~ Ob£D k RELOCATED ~ ~ ~ m a y I r~ ~ I Z ~ ~ Q, ~ 1 ~ EX1Sr SA MH- ~ ~ I \ I Q ~V ~ ~ ~ ~ O ZQ o : t O ~ ~X - - I ~ i TEMP SILT 0 ~ ~ ~ DE E FOLIAGE FENCE ~ Q O l C~ ,y N ~ 1; ~ ~ > k R~MQVE EXIST 3`WR UNf FkOM ~ W ~l~ o, p h~ I TEMP EARIN~BERM ~ i ~ ~4 ~ i iy PROP M / r CjSEO H ,/'4 d~ RELOCATE ~ ~ . I~Z ti I ~ ~O ~mZ ~ ~ ~ SHOWN ~ Q' ~ I i ~ O Q B6 I ~ y0 s ~ ~ ~ ~ I I ~ ~ ~ ~ I i' ~ I ~ - v ~ ~ i Q ~ ~ ~ ~ - , ,a.~;~ _ I DENSE ~ ~ I ~ i ' ~ i p ~ - FOLIAGE ~ ~ ~ I Z ~ - i ~ i T ~ i~,~~, ~ ~ I ~ ~ Q ~ ~ ~ ~ ' _ 74 _ I I 'J ~~a9° - ~ G ~ e ~ i 9 v ~ I G ~ ~ , ~ ~ ~ xu~~' I W~ : X ~ ; _ TEMP DROP 1NLfj-Pl?OlECTION (~'P) ~ > ' ~ ~ ~ J 111 S 89 23'32" E - 302.02' r O Z Z ~f ~ I / I ~ z ' I ~ , ~ 76 i ~ ~ Q ~ - n IV 4 ~ ~ - ~ ~L i n _ ~ ~ W Z ~ X ~r ~ ` ~ Z Q - C.~ i x--87 I, _ ~ ~ ~ O ~ p i xX ~ - ~ U p ti ~ , ~ ~ - _ ~ ~ lY ~ I ~ ~ ~ \ 1 ~ 78 ~ ~,A ~ i ~ Z ~ C/L CNRVE DATA Q ~ ~ ~ ~ ; ~ h i ; ~ 7, ; ~ti~ X a-~ s2n2'oo^ - J F ~ R • 575.00' ~ ~ ~ Z - '9~ - ~ ~ ~ T • 280.85' ~ r~MP . ~ - - E~ ~ Y \ ~ L - 522.19' 80 I ~l ~ / ~ E T~ ~ Fiy ' ~ ~ W ~ ~ T~ ~E ~ ~ U ERO I N T ' S 0 CON ROL LEGEND - ~ Z g ~ ~t ~ Q. W x t I I Q to o ' I w Qtr ~ _ ~ ~ ~ , c~ J z ~ FUTURE ' ~ ~ ? r, ~ ~ I~ Q I ~ • - ~ TEMPORARY CONST. ENTRANCE ~ r ~ k, , ; , , , 12" WATER MAI I Z _ m / A~ Q ~ ~ O w ,r , o w ~ sF sF :F SF- TEMPORARY SIT F L ENCE o ~ v~ r d k` Y Y ~e ~ ~ ~ Q o ;1 , k, x~ l , 1 W OGER ROAD ~ ~ - - ~ , ~ ~ ~,~i x ' X ~ ~ ~-k,~ C~ W 2 v ~ , y~~ a k~ ~ K ~ z Q w T ~ ao EMPORARY DROP INLET PROTECTION -___a ,,,X _ > ~ ~ ~ , x ` , Y v , , ~'~r: 0 - ~ x ~ x X ~ ~ ~ , y x a ~ I p O _ ~ O i Q _ I y~ y _ ~ _ _ k i~ ~ ? 1 _ ~ ~ ~ Z k, x ~ ~ TEMPORARY SEDIMENT BASIN ~ ,I ~ ~I ~ ~ / ~ V ~ / ~ ~ TEMPORARY ~ ~ I - - - - - - - - - - TEMPORARY EARTH BERM CONSTRUCTION I ~NALANCE BEET N0 OWNER DEVELOPER ~ h W FAISON ASST. i I I 1900 INTERSTATE TOWER W 121 W. TRADE ST. J CHARLOTTE, N.C. 28202-1889 5 OF _ ' 20' POND ACCESS EASEMENT ~ . 1_ ~ f ~ IE'MP EARrH BE - - ~~~'.y,,. XIST _12 SAN ~ _ ~ ' _ ~F - - - - ~....~irri..~.. Q T_~~ ~ _ , / S I`JERAL NOTES: Dam and Embankment n r ti n: DETENTION POND GE Co st uc o _~EXl~T2" - ~ 1N 3.d7~ ~ ~ ~ STORM SWR ~ ~ ~ ~ ? , - ~ . , 1. THE POND SHALL BE CONSTRUCTED AS PER APPROVED PLAN. _ ~~AY ~ ~ ~ ~ ~~xl' ~ o~, xr~nroc - , 1. General The pone and dam area shall be cleared, THE PERMANENT WET DETENTION POND SHALL HAVE FULL DESIGN. Exrsnroc ~ ~ q,~i, ~ ~ ~ -TOP SAM- ` ~ - ~ ~ ~ ~ s u ~.oo grubbed and stripped of all vegetative material and VOLUME AVAILABLE PRIOR TO ANY ISSUANCE OF CERTIFICATES sr MH a. > i ~ N a4 . ~ - - ~ ~S ~ sra ~o+as~s4 o ~ ~ ~ - ~ 1 ~ a1P RAP IT AND OR TO ANY PLAT RECORDATION topsoil prior to dam construction. The disposal of OF OCCUPANCY f OR S E / , INV 84286 '~io6y~ ~ FOR THE SITE. THIS MAY REQUIRE THE CLEANOUT AND DISPOSAL trees, stumps, construction debris, vegetative material, 'O ~.i r.~~'~i,'~ I OF SEDIMENT FROM THE POND. etc. shall not be permitted in the dam or pool area of SEE CONSTRUCTION ~ ~ ~ ' .~~,:~~5 ~ ~ - - DETAILS , ~ ~ ~ the pond. When blasting is used to remove rock from • 2. THE CONTRACTOR SHALL SCHEDULE A PRECONSTRUCTION MEETING WITH _ ~ ~ 7~ ~ ~ 2. FOR FLUME / ~ ~ - ~ ; , the pool area, the blasted area shall be over excavated THE WATERSHED ENGINEER WHEN THE PERMANENT WET DETENTION POND Z - ~ ~ ~ ~ , ~ - % v / O to a depth of at least two feet 2 below finish grade _ SITE HAS BEEN CLEARED AND THE POND HAS BEEN FIELD STAKED. - - " ~ ~ and brought back to finish grade with clean relatively ~ , ~ ~ 3. ~ ~ ~ TAL OFFICE HAVING JURISDICTION FOR WATERSHED im ervious soil material com acted in place. 3. THE GOVERNNMEN P P o ~ ~ ~ / i _ PROTECTION AND THEIR ASSIGNS HAVE THE RIGHT OF ACCESS TO ~ z ~ ~ ~ W T TENTION POND FOR INSPECTIONS AND } N THE PERMANENT E DE 2. Earth Fill Dams (n w ~ ~ / ~ \ 1 ~ MAINTENANCE ENFORCEMENTS. > N ~ N / REl_ OCA TED 3 F'IPES TO BE REMOVED ~ p N ~ ~ SAN SWR ~ ~ SEE DETAIL / ~ ~ 4. a a Soil materials used for earth fill which are highly ~ 4. THE PROPERTY OWNER IS RESPONSIBLE FOR MAINTAINING THE ~ w Q ~ I E permeable or which exhibit significant shrinkage ~ z _ ANENT WET DETENTION POND AS DIRECTED BY THE ~ z - - N COMPLETED PERM swell or dis er ion shall not be used in the - o J ~ GOVERNMENTAL OFFICE HAVING JURISDICTION FOR WATERSHED ~ P s z ~ o ~ - - ~ ~ J ~ ~ PROTECTION. embankment unless specific detailed design ~ Q o J w~~ computations foundation analysis, slope stability, > w ~ ~ ~ ` ~ ~ ( W a= ~0 ~ ~ ~ ~ flow net anal sis, etc. are submitted as part of o o y ~ o~ C ~ ~ ~ ~ the Ian a royal. o o " P PP Q o ~ \ ~~zw ~ ~w ~z ~ - ~ ~ 1 ~ - ~ h II be rovided ~ z ~ o b A cutoff trench core trench) s a p - _ ( ~ ~ Z ~ Qz~ PECIFICATIONS with a minimum width of four feet 4 . The w ~ o PP S Y E SPILLWA ~ ~ - ` ~ ~ ~ w ~ centerline of the cutoff trench shall not be z - ~ - ~ ~y ~ N I ~ ~ ~ A. t PROP SAN MH~2 ~ , ~ ~ \ _ located downstream of the inside top of slope of LL ~ A. CORRUGATED ALUMINUM ALLOY PIPE C.A.A.P, z - Q = ~ , S TA 2f 50, 00 ~ ~ , ~ ~ ' 20 POND ACCESS the dam. The cutoff trench shall be carefully w INV IN 848.06 ~ ~ ~ 1. THE PIPE SHALL MEET THE APPLICABLE REQUIREMENTS back-filled with highly impermeable material and ~ ~ ~ ~ EASEMENT INV OUT 847.86 0 ~ OF CURRENT A.A.S.H.T.O. SPECIFICATIONS M-196, com acted to at least ninet -five ercent 95~) (n ( P Y P I ~ ~ ~ LATEST EDITION. of standard roctor densit . P Y ~ S ~ Q ~ ~ EXIST SAN SWR ~ Q~ 2. THE PIPE SHALL BE FABRICATED WITH TWO ANNULAR c The minimum to width of the dam shall be ten _ _ _ / , ~ ~ _ ~ TO BE RELOCA TED _ _ P CORRUGATED REROLLED ENDS OR BE FURNISHED WITH , _ ~ feet (10 and slopes shall not be steeper than FLANGED ENDS TO BE CONNECTED USING STAINLESS - ~ _ _ ~ ~ ~ r~MP 3:1 three horizontal to one vertical on the dam STEEL HARDWARE AND CLOSED CELL NEOPRENE GASKETS. ~ ~ SIL T FENCE T AN or embankments around the pond, WHERE REROLLED ENDS ARE USED, A HUGGER YPE B D WITH "O" RING GASKETS WILL BE REQUIRED. / - _ - ~ ~ d All disturbed ground areas and embankments - - - 3. THE PIPE SHALL BE FORMED FROM SHEET CONFORMING TO THE surrounding the pond shall be mechanically - _ ~ , - ; 40~ W IR _ - ~ REQUIREMENTS OF A.A.S.H.T.O. SPECIFICATION M-197. stabilized or have permanent ground cover i ~ 398LF- 48"CAP®0.589 THE CORE ALLOY SHALL BE 3004-H34, CLAD ON BOTH SIDES established in accordance with Guilford Count Y - i ;RIP : AP wITH ALLOY 70?2. uidelines riar to final a royal. 9 P PP ~4- ~ o - ~ h~~2 °j i o - - dJ W 2 _ ~ ~ ~ ~ 0 Q _ _ ~ ~ ~ W~ - - _ ~ ' EXIST SAN SWR p W } Z Z W c9 ~ Y j - ~ T~ BE RELOCATED ~ ~ ~ E OF POND i TCJ OTHER SID ~ N V ~ ~ ~ SQ w~~u~ 7 0 p ~ U to to r~ ~ u n ~ ~ } CLASS B RIP=RAP. _ CHANNEL W 1 LA YER ~ ~ / ~ m F1L TER FABRIC ' ~ -40 CHANNEL DEPTH 2 ~ r - 4' ~ ~ i ~ i~~ WIDTH - ~ I 1 1 j ~ ter' I~a~ y _ ~ ~ ~ (V PLACEMENT DEPTH = 22" ~L`~~~`'~~~-,:: J ~~~1n,~' ~ 1. CONTRACTOR TO REGRADE POND AS _ I ~ ~ ~ ~ _~i~~~- ~ ~ i~ ~ ~r SHOWN IN D€ TAIL. EXISTING DAM TO ~ t~% 2 ~ J ~ ~ ~ J~ ~ , ~ - ~ ~ C , C,, G, ( 7 BE MODI I AS REQUIRED. u \ I i i \ ~ Jr~,_Jr 1~ >J ,~J, .J r in ~ ~ 2. SIDE SLOPES: 3:1 ABOVE WATER LEVEL V i ~ / ~ ~ _ ~ °t~ ~ ~ r W WAT R LEVEL „ ~~i~~ ,~44~-7 ~ 2:1 BELO E I / MVV, ~ , ll~ 1~._ ~ ' i „ ~ ~ ;r iY ~ PJ ~ (J ~J ~J U 1, ~ V 1 V , , 0 ' ~J~ f4 ' , O ,r ' , r ' ~ r `~..,r ~ _,r rt ~c'r~l- ~.a-~~>Jr`~/r` _1-`, ,r W ~ ~ 1 i ~ t ~ i I I\ Q 0 0 RELOCA TED ~Q SAN SWR W - - - - - - " NOT TO SCALE ~ ~ ' Q_r ~ 2 ? W ~ ~ W ~ ? SAP RISER WITH ? ~ - » 10 CAP TRASH RACK Z z S° D ICE 1NV. 839.0 z F- Q ~ cP - W ~ ZO Q JU ~ U 5 a 00 PROP SAN MH#3 ~ ~ J O Q D' ~ STA. 4f 92.48 i T P RIP-RAP 840.00 - ~ W O 0 J 2 Q i INV IN 852 66 ~ ~ w J 1~ ~ - J INV OUT 852 46 ~ 1 w ~ 2 - PERMANENT POOL LEVEL 839.0 L>r ~ ~ ~ _~~~i „ „ 0 J ~ ~ Q , ~ _ O , ~ ~ 18 CLASS 1 RIP RAP ~ ~ 1 ~ 94. ,39 L F 8 VCP ®1.829' 0~ ~ ~ o 2 ~ Q ~U ? , ~ I ~ COMPACTED ~ , ~ " I 1 , ~ ~i Q ~ O ? \ ~ ~ EARTH ~ Q ~ U) ~ J Z ~L OCA TE J ~ ~ O i ~ ~ - ~ 3 .SWR - ? - ~ ~ FITR Z -I a, ~ ~ L E ~ - ~1,_ ~ - ~ ~ O ~ ~ BLANKET O - ~ ~ a Z ~ ~ ? ~ ~ > O wo 8 5 8 cn w ~ \ BOTTOM OF W Q ~w PROP SAN MH 4 / ? ~ ~ ~ FOREBAY 823 ~ ~ C7 W = t? ~ STA. 5+86.87 ~ ? 21 - Q w INV OUT 854.38 ~ ? ~ =o ~ 0 0 . g BOTTOM OF ~ ~ Z POND 820 W A 3 0 _ ~ - - ~ L c~nTln~l " n n" ~nR~R n Y Cep ~R ~ Tlnl~l 111101 JL1~ I IIJIV h h I VI\~Un .lu ni~n i lulu vv~ \LL 2 SHEET NO. NOT TO SCALE N N EXIST SA ` , W • 3) W J - 5 SCA L E.- I Jo OF . TOP OF DAM EL. 851.00 CLASS l! RlF-RAP 10' PLACEMENT DEPTH: 25' CLASS l/ RlP-RAP rOP OF DAM 851 Ud'1,~~" ~ ~ PLACEMENT' DEPTH: 2.5' _MERGENCY SPILLWAY EL 849.00 ,~JCY~1C~' t~~~~~~~ ~n~,a a^ 1 1~ -~~'^`~n u ~ i,~_ 3 il~U 2 ' TOP TRASH RACK 803.1 /NV. B435c~ ~ ~~U~ INV. 84320 T43.5 ~ I ~ • ~ 52 LF - 48" CMP ®0.509 ~ ~ U I Q NORMAL. POOL 802.1 3 /NV. 840 50 I ~ INV. 840.11 Z ~,~,r~~ -.Z- - - ~r---- Y ~"~'-!Y~~"~-1 w i I 68 LF - 24" CMP ®0.509 I ~ ~--T-~- BOTTOM OF POND B40 U C7 ~1-- - , ~T~- O Z N ~ (n w 'o N SEE SiiE PLAN (n ~ N SEE SIT COMPLE B07TOM SEE SITE PLAN FOR xt rINC 4" & as" PJPES TO BE REMOVED ~ ~ N ES 2 Q COMPLETE POND PLACEMENT DEPTH: 2.5' ~ W Q BOTTOM LAYOUT. ~ ~ Z - ? ~ J ~ Nrs ZNO~ J J wQ~o 54° C. A. A. P. RISER ~ U ~ W aI~ W/ 78" TRASH RACK p ~ o ~ ~ 12 0 0" BACKFILL AROUND O ,3zw PIPE SEE RISER PIPE DETAIL ~ ~w .Z i z~~.o 1 2 0 TOP OF EMERGENCY SPILLWAY 850.25 ~ Q Z = Z W ~ p W cp ~ - ~ - ~ r NORMAL POOL 839.0 TOP OF DAM B57 DAM 851 I ,j I TOP OF DAM 851 ~~yy Z N = 398.00 LF. 36" ~ ~ LL C7 C.A.A.P. ~ 0.58% - 48" cAP ro = ~ - Q z i~ W BE REMOVED ~ ~ ~ 0 ~ Or'),-~ - INV. 2 ~~K1~-~-~ CLASS 11 R!P-RAP ~ INV. 836.66 00° 839.0 V/ ir~~ ~,0(~~0~~ PLACEMENT DEPTH: 2.5' 1 O - ~ » ~ ; ooooo~o LASS "II" 72'•X72" ALUMIMINUM 1 RIP-RAP gNTISEEP COLLAR a 24" CAP TO 24" CAP TO ~x~;~~~~ ~ ~ ~ J . ~ BE REMOVED ~ ~ ~ ~r, BE REMOVED SEDIMENT STORAGE 795.8 ~~~'N~~;~O 0 ~ 0~~ KEYWAY WTO 4 ~ ~ ~1 eonoer or coroo eao OF POND 840 )~~i ~,1 .J( ~,~C~ ~~~-1~~}-~'~ UNDISTURBED SOIL 795.00 ' 4' 4 I 10' TYPICAL DAM CROSS-SECTION NOT TO SCALE 20' h~~z ~i ? o W ~ ~ ~ ~ ~ Nrs ~ ° W ~ r o ~ Z w c~ > Q w = u ~ p U lA ~ m PROPOSED 108" DIA. 10 GAUGE O H n. 3° x 1" CORRUGATED ALUMINUM TRASH RACK, SEE THIS SHEET PROPOSED 108' DIA. 10 GAUGE A TEMPORARY SEDIMENT BASIN toil NOTE: IF POND IS USED AS IA. 10 GAUGE THE SEDIMENT MUST BE REMOVED BEFORE MAINTENANCE FOR DETAILS 3" x 1" CORRUGATED ALUMINUM fED ALUMINUM RESPONSIBILITY IS TRANSFERRED TO THE HOMEOWNERS ASSOCIATION. TOP TRASH RACK 844.50 TRASH RACK SKIRT T w za" x ~/a" niicK n~u „ H /4 THICK ALUMINUM Q 5/8" DIA. ALUMINUM RODS ®12 O.C. ~ ~RTEX PLATES EACH WAY 5/8" DIA. ALUMINUM RODS ®12° O.C. ~ CREST ELEV. 843.50 ANTI-VORTEX PLATES N WELD INTERSECTIONS TERSECTIONS EACH WAY, TYPICAL > A INTERSECTIONS EACH WAY, TYPICAL W WELD LL ~ PROPOSED 108" DIA, 10 GAUGE WELD ALL INTERSECTIONS 3" x 1" CORRUGATED ALUMINUM TRASH RACK SKIRT 6~-.y -1. - 90' CAP I I 843.5 ~ ~ _ ~2„ C.A.A.P. TURN DOWN o RISER ~ TRASH PROTECTION - / _ ~ (n i - W ~ F- w ~ i ~ Z z Z Q ~ a ~ ~ ~ ~ o W z / \ \ Q J U~ 48" C.A.A.P. BARREL -12•, L N ~ ~ O ~ p ~ 0.58% POURED J D INVERT - ~ W QO / ~ Q ~ v 1 ~ _ ' J ! w ~ 839.00 I I Q_ J o ~ I ` J O G ~ 5" DIAMETER ~ ~ o ~ O ~ ~ Q ~ U ~ O z~ 24" x 1 4" THICK ALUMINUM ~ p z - / 1 I cn INV. 839.00 ORIFICE ~ ~ PROGOSEO 72" DIA. 1 ~ ANTI-VORTEX PLATES 1 0~ Q ~ O (n SED 72 DIA. ~ ~ Q ~ WELD INTERSECTIONS 1 J Z FILL W/ 3000 ~ 834 5'~ ORIFICE C.A.A.P. RISER RISER p O 3 Z _ = m PSI CONCRETE _ _ / / (n O O _ ~ F-- 150 PCF \ / ~ Z ~ O w i J 832 ~ ~ \ p (I1 w ~ ~ LL.I Q ~w ~ rr ~ 3000 P51 CONCRETE ~ 150 PCF ~ Q w ~ > 72" C.A.A.P, RISER ~ ~ = Q ~ p O ~ ~ Z CONCRETE RISER W 12" TYP. 9'-0" SQUARE ~ FOOTING TO BE ON PLAN UNDISTURBED 501 ELEVATI ELEVATION W 4 TRASH RACK DETAILS SHEET NO. N RISER PIPE DETAIL NOT TO SCALE N h 4 NOT TO SCALE W W 5 OF J a jd� 09":) so, '000i 6" min �.r te' moi;. a 2-37 coarse aggregate Washing - If conditions at the site are such that most of the mud and sediment are not removed by vehicles traveling over the gravel, the tires should be washed. Washing should be done on an area stabilized with crushed stone that drains into a sediment trap or other suitable disposal area. A wash rack may also be used to make washing more convenient and effective. Construction 1. Clear the entrance and exit area of all vegetation, roots, and other objec- Specifications tionable material and properly grade it. 2. Place the gravel to the specific grade and dimensions shown on the plans, and smooth it. 3. Provide drainage to carry water to a sedment trap or other suitable outlet. 4. Use geotextile fabrics because they improve stability of the foundation in locations subject to seepage or high water table. Maintenance Maintain the gravel pad in a condition to prevent mud or sediment from leav- ing the construction site. This may requuire periodic topdressing with 2 -inch ;stone. After each rainfall, inspect any structure used to trap sediment and clean it out as necessary. Immediately remove all objectionable materials spilled, washed, or tracked onto public roadways. TEMPORARY CONSTRUCTION ENTRANCE Pipe Outlet to Flat Area - No Well-defined Channel a -S La Filter Section AA blanket Pipe Outlet to Well-defined Channel Plan 7 1 blanket NOTES 1. La is the length of the riprap apron 2. d=1.5 times the maximum stone diameter but not less than 6". 3. In a well-defined channel ex- tend the apron up on the channel banks to an elevation of 6" above the maximum tallwater depth or to the top of the bank, whichever is less. 4. A filter blanket or filter fabric should be installed between the riprap and soil foundation. RIP RAP OUTLET PROTECTION -r -r N.T.S. i TEMPORARY SEEDING SPECIFICATIONS FOR THE PIEDMONT Recommended - Oct. 15 Application Rates (Ib/ac) Seed 10-10-10 Agriculural Straw Seeding Dates Species Ld W Fertilizer Limestone H Q ::) Winter Wheat 120 X z 0 J Jan. 1 - May 1 Annual Lespedeza S0 750 2,000 4,000 QO (Kobe) 40 120 750 1,000 2,000 2,000 4,000 4,000 May 1 - Aug. 15 German Millet Aug. 15 - Dec. 30 Ryegrain PERMA NEN T SEEDING DEF/N/ TION Seeding disturbed areas with perennial grasses and (or) legumes to provide a permanent vegetative cover to lessen runoff and soil erosion. PURPOSE To lessen soil erosion and permanently stabilize disturbed areas created by grading of construction sites. CONDITIONS WHERE PRACTICE APPLIES All bare soil areas on construction sites which are not covered by structures or other erosion control de vic mss. PREPARA TION Prepare seedbed by ripping, c,' seling, harrowing or plowing to depth of six inches so as to produce a lo,)se, friable surface. Remove all stones, boulders, stumps or debris fr, )m the surface which would prohibit germination or plant growth. Spread topsail in a layer 3" - 6" depth. Incorporate into the soil 800 to 1,000 pounds of 10-10-10 fertilizer plus 500 pounds of twenty percent (20.x) superphosphate per acre and two tons of dolomitic lime per acre unless soil tests indicate that a lower rate of lime can be used. Mulch after seeding with 1.5 tons of grain straw per acre and either crimp straw into soil or tack with li(luid asphalt at 400 gallons per acre or emulsified asphalt at 300 gallons per acre. PLANTS & MIXTURE Tall Fescue (Low Maintenance) Tall fescue Waterways and Lawns (High Maint.) Blend of two turf - type toll Fescues (909') and two or more improved Kentucky bluegrass varieties (109) (high maintenance) Tall Fescue and Kobe or Korean Lespedeza PLANTING RA TE/ACRE 100-150 lbs. 200-250 lbs. 200-250 lbs. 100 lbs. and 20-25 lbs. PLAIV TING DATES Aug. 15 - Oct. 15 Feb. 15 - May 1 Aug. 15 - Oct. 15 Feb. 15 - May I Aug. 15 - Oct. 15 Feb. 15 - May 1 Feb. 15 - May 1 Aug. 15 - Oct. 15 Tall Fescue 50 lbs./acre Nov. 1 - Feb. 1 (Unscarified) Tall Fescue and 60 lbs. July and August German Millet or and Sudangrass 2 30 lbs. Tall Fescue 70 lbs. Nov. 1 - Jan. 30 and and Ryegroin 2 25 lbs. Common Bermudagrass 8 lbs. (hulled) April 15 - June 30 15-20 lbs. (unhulled) Feb. 1 - March 30 1 For spring seedings, use Scarified Lespedeza seed. For late fall and winter seedings, use unsccrified seed. 2 Annuals such as Millet, Sudangrass and Ryegrain must be kept at 10-12" maximum height. Compacted soil 2' 18' min F� 6' typical Construction 1. Remove and properly dispose of all trees, brush, stumps, and other objectionable Specif ications material. 2. Ensure that the minimum constructed cross section meets all design require- ments, 3. Ensure that the top of the dike is not lower at any point than the design eleva- tion plus the specified settlement. 4. Provide suffloent room around diversions to permit machine regrading and cleanout, 5. Vegetate the ridge immediately after construction, unless it will remain in place less than 30 working days. Maintenance Inspect temporary diversions once a week and after every rainfall. Immediate- Iy remove sediment from the flow area and repair the diversion ridge. Carefuk ly check outlets and make timely repairs as needed. When the area protected is permanently stabilized, remove the ridge and the channel to blend with the natural ground level and appropriately stabilize it. TEMPORARY EARTH BERM - N. T. S. 3 �,, 3 �1 1j \� cr_ �_u .If�y TYPICAL DITCH SECTION NTS CLASS "A" RIP RAP PLACEMENT DEPTH 9" 1. DRIVE STEEL POST 18" INTO GROUND AND EXCAVATE A 6' X 6" TRENCH UPHILL ALONG THE LINE OF POSTS. MAX. 10' BETWEEN POSTS. 2. ATTACH WIRE FENCE TO POSTS AND EXTEND THE BOTTOM OF THE FENCE 6" INTO THE EXCAVATED TRENCH. 3. ATTACH THE FABRIC TO THE WIRE FENCE AND EXTEND THE BOTTOM OF THE FABRIC 6" INTO THE TRENCH. 4. BACKFILL THE TRENCH AND COMPACT THE SOIL FIRMLY TO ANCHOR THE BOTTOM OF THE SILT FENCE SO THAT RUNOFF IS FORCED TO GO THRU THE FENCE AND CANNOT GO UNDER IT. STEEL POST WIRE FENCE (req'd w/burlap only) � F"I1,TER FABRIC (no wire fence req'd) 0 o J BACKFILL TRENCH WITH SOILL ti MATERIAL AND TAMPING OR Vin( WASHED STONE TO 6" ABOVE GROUND. D -y Co Co TEMPORARY SILT FENCE GENERAL MAINTENANCE PROVISIONS Inspect temporary erosion control devices after each period of significant rainfall. Check devices for rills, erosion, or piping. All areas should be stabilized within 30 working days after construction in that area. All areas damaged prior to establishing permanent stabilization shall be immediately reestablished Additionally, the following items shall be performed in accordance with the specific construction details on this sheet: 1. Sediment basins and inlet protection devices shall be cleaned when sediment has accumulated to one-half of the design depth of the device. The sediment shall be placed in the disposal area or applied to the land area. Any gravel facings contained by the sediment shall be replaced with clean gravel. 2. Rip -rap, silt fence, and earth berm diversions shall be inspected for erosion, displacement, breaks, overruns, and excessive sedimentation. These damages shall be repaired by returning the device to its design condition. 3. Seeded areas eroded prior to permanent stablization shall be regarded as necessary, reseeded and mulched until a suitable surface is achieved. EROSION CONTROL PROCEDURE The contractor shall conform to all requirements of the soil sedimentation and erosion control laws and regulations of the State of North Carolina as established and enforced by the Land Quality Section of the North Carolina Department of Natural Resources and Community Development. These require- ments shall include but not be limited to the following: 1. All denuded areas are to be provided with a ground cover within 30 days of disruption where further construction activity is not being undertaken. Should conditions exist unfavorable for seeding or other intended ground cover, mulch and tack application as specified below will be required. 2. Disturbed areas shall be seeded at a rate of 150 pounds per acre, type depanding upon seasonal limitations; lime at the rate of 4000 pounds per acre and fertilizer(Type 10-10-10) at the rate of 1000 pounds per acre. The seeded area shall be mulched to a minimum of 75% ground cover and tacked with emulsified asphalt at the rate of 150 gallons per acre. 3. All erosion control improvements shall be maintained, repaired and kept working until acceptance of project. SEQUENCE of CONSTRUCTION 1. Obtain grading permit at pre -construction meeting on site. 2. Install stabilized construction entrance. 3. Clear site enough to install erosion control devices. 4. Install sediment and erosion control devices. 5. Provide mud ramp at all construction entrances. 6. Clear and grade site. 7. Install drainage system. 8. Protect all drainage structures. 9. Maintain and clean erosion control facilities throughout duration of project. 10. Seed site. 11. After all areas have been stabilized, remove all temporary erosion control devices. 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