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HomeMy WebLinkAboutSW8050519_COMPLIANCE_20050603STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW 96:5p DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS ❑ HISTORICAL FILE COMPLIANCE EVALUATION INSPECTION DOC DATE AP1 �(ao YYYYMM D D INFILTRATION BASIN ANALYSIS PROJECT NUMBER: SW8 050519 PROJECT NAME: Live Oaks Subdivision DRAINAGE BASIN: Cape Fear RECEIVING STREAM: ICWW Index No.: SITE AREA: 9.49 acres IMPERVIOUS AREA CALCULATION Basin 1 Basin 2 Buildings 42750 56250 Parking & Streets 15262 18586 Concrete & SW Other/Future 1000 TOTAL , 58012 W5836 Drainage Area = 311360 226685 % Impervious, 1= 18.63% 33.45% Cc= 0.35 0.47 Rv= 0.22 0.35 SHWT Elev.= 13 11 Infiltration Rate, In/hr = 10 10 Bottom Elevation= 15 13 Bottom Surface Area = 1200 2133 Top Elevation = 20 17 Top Surface Area = 5126 6332 Design Storm = 1.5 1.5 Design Volume = 13585.2 13250.725 Total Volume Available= 15815 16930 Storage met at elevation= 19.30 16.13 Time to Draw Down = 0.09 0.05 FILENAME: S:1WQS11NBASIN1050519.WK1 DATE: 03-Jun-05 REVIEWER: L. Lewis CLASS: SA If ORW, is site within the 575' AEC? Place a 1 in this box if Rational is used Basin 3 1 Basin 4 1 Basin 5 0 C sf i sf i sf sf i sf sf #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! fmsl in/hr in #DIV/O! #DIV/O! #DIV/O! cf 0 0 0 cf #DIV/01 #DIV/O! #DIV/O! ft #DIVIO! #DIV/O! #DIV/O! hrs. 25 YEAR 24 HOUR STORM Intensity, i,= 8 inches / 24 hours =.33 in/hr. Qr= C i A = 0.82 ` 0.80 I #DIV/0! I #DIV/0! I #DIV/0! cfs Qp thru bottom of basin= 1000.00 I 1777,50 0.00 0.00 0.00 cfs 10 YEAR 10 MIN HIGH INTENSITY EVENT Intensity, i, = 7 in/hr Volume = 10478.94 I 10220.94 I #DIV/O! #DIV/O! #DIV/O! cfs COMMENTS Volume and drawdown are (not) within Design Requirements. .;��, fix- • � r.. F&R Development, Inc. 2011 Elk Road SW Live Oak Center, Suite 1 Supply, North Carolina 28462 Attention: Mr. Ricky Parker March 31, 2005 Reference: Double Ring Infiltrometer Testing Old Ferry Road Site Marylin Swain Property Lockwood Folly Township Brunswick County, North Carolina Job No. 1063-05-154 Dear Mr. Parker- 1 0 4rer, REGSX-qVQ Qv� ° 110 RECEIVED JUN 0 2 2005 PROJ # 2/2gWU�sl_l In accordance with S&ME Proposal 673-05 dated March 21, 2005, S&ME personnel have recently conducted two double -ring infiltrometer tests of the surficial soils at the subject site at the approximate locations shown in Figure 1. Specifically, our representatives performed tiie following work items on March 25, 2005: 1. Advanced one hand-augered boring near each infiltrometer test location in order to visually classify the in -place soils. A Munsell Soil Color Chart was used to define the hue and chroma of the recovered soil samples. 2. Conducted two double -ring infiltrometer tests at depths ranging from 9 to l l inches below the existing ground surface. This testing was conducted in general accordance with American Society for Testing and Materials (ASTM) procedure D-3385 entitled, "Infiltration Rate of Soils in Field Using Double - Ring Infiltrometer". Based on our field classifications of the excavated soils at the hand-augered boring locations, the in - place soils consist of slightly silty sands which extended to the completed boring depth of 53 inches below the existing ground surface. Some weakly -cemented sands (known locally as "hardpan") were noted frorn a depth of approximately 39 to 40 inches below the existing ground surface at Location 1. Water was encountered at Location I at a depth of 46 inches below the existing ground surface, and at a depth of 47 inches below the existing ground surface at Location 2. The site water level will fluctuate with climatic and seasonal conditions, however, and may be higher or lower at other tunes of the year. It is our opinion that the depth to the seasonal high water table occurs at about three feet at Location 1 and four feet at Location 2. 5&ME, Inc. (910) 799-9945 6409 Amsterdam Way, Building B-3 1910) 799-9958 fax Wilmington, North Carolina 28405 F&R Development, Inc. S&ME Job Number 1063-05-154 March 31, 2005 Page Two The average infiltration rate at Location 1 was approximately 34 inches per hour. At Location 2, the average infiltration rate was approximately 47 inches per hour. Summaries of the field test results are presented in Tables 1 and 2. S&ME appreciates the opportunity to provide our services during this phase of the project. Should you have any questions after reviewing this letter, or if we can be of additional assistance, please do not hesitate to contact us at your convenience. Sincerely, S&ME, INC. C. Richard Connell, II Senior Engineering Technician Michael W. Behen, P.E. Senior Geotechnical Engineer CRC'MW13/jns Attachments Copy: Norris, Kuske, Tunstall Consulting Engineers, Mr. Phil Norris, P.E. TABLE 1 Double Ring Infiltrometer Testing Old Ferry Road Site Marylin Swain Property Lockwood Folly Township Brunswick County, North Carolina Job No. 1063-05-154 Location: I Date of Test: March 25, 2005 Depth of Test Below Site Grade: 9 inches Depth of Water in Rings: 3% inches Inner Diameter of Inner Ring: 11'/4 inches Inner Diameter of Outer Ring: 22'/z inches Depth to Water: 46 inches Average Infiltration Rate: 34.1 inches per hour Depth Inches Hue Value/Chroma 0-4 2.5 Y 5/2 4-20 M YR 5/6 20-39 2.5 Y 5/6 39-40 10 YR 4/6 40-53 2.5 Y 5/6 SOIL PROFILE Soil Description Grayish Brown Fine to Medium SAND - Trace of Silt and Organics Yellowish Brown Fine to Medium SAND - Trace of Silt Light Olive Brown Fine to Medium SAND - Trace of Silt Dark Yellowish Brown Fine to Medium SAND - Trace of Silt and Weakly Cemented Sands (Hardpan) Light Olive Brown Fine to Medium SAND - Trace of Silt TABLE 2 Double Ring Infiltrometer Testing Old Ferry Road Site Marylin Swain Property Lockwood Folly Township Brunswick County, North Carolina Job No. 1063-05-154 Location: 2 Date of Test: March 25, 2005 Depth of Test Below Site Grade: 11 inches Depth of Water in Rings: 3'/z inches Inner Diameter of Inner Ring: 113/4 inches Inner Diameter of Outer Ring: 22% inches Depth to Water: 47 inches Average Infiltration Rate: 47.3 inches per hour SOIL PROFILE Depth Inches Flue Value/Chroma Soil Description 0-4 2.5 Y 4/3 Olive Brown Fine to Medium SAND - Trace of Silt and Organics 4-18 2.5 Y 5/4 Light Olive Brown Fine to Medium SAND - Trace of Silt 18-50 2.5 Y 6/4 Light Yellowish Brown Fine to Medium SAND - Trace of Silt 50-53 2.5 Y 4/2 Dark Grayish Brown Fine to Medium SAND - Trace of Silt EIR 0.43' FROM 1 \ DEED � 1 CORNER l LOT l B 70. 0� LOT 17 \ s� EIP N N 2_ 24.7 11 1 LOT 16 EIP - I LOT 15 HOLIDAY HAVEN _ _ MC. H, PAGE 317 LOT 14 _ BRANCH LOT 13 ok a o 9 `� EIR ® LOT 12 / 0 E01.00' N l j iOD / LOT 11 LEGEND e 1 Approximate Test Location Note: Site plan drawing provided to S&ME by F&R Development, Inc. personnel. SCALE: NOT TO SCALE DOUBLE RING INFILTROMETER TESTING FIGURE 4&- OLD FERRY ROAD SITE (MARYLIN SWAIN PROPERTY) NUMBER CHECKED BY: MWBSM LOCKWOOD FOLLY TOWNSHIP DRAWN BY: JNS BRUNSWICK COUNTY, NORTH CAROLINA $,vCINEEui1c'. TEs•riNc DATE: 3-30-05 F:\VIRONMENTAL SERVICES JOB NUMBER: 1063-05-154 INFILTRATION BASIN ANALYSIS FILENAME: S:1WQS11NBASIN1050519.WK1 PROJECT NUMBER: SW8 050519 DATE: 26-May-05 PROJECT NAME: Live Oaks Subdivision DRAINAGE BASIN: Cape Fear REVIEWER: L. Lewis RECEIVING STREAM: ICWW CLASS: SA Index No.: If ORW, is site within the 575' AEC? SITE AREA: 9.49 acres IMPERVIOUS AREA CALCULATION Basin 1 Buildings 42750 Parking & Streets 15262 Concrete & SW Other/Future TOTAL 58� Place a 1 in this box if Rational is used Basin 2 Basin 3 Basin 4 Basin 5 56250 18586 0 C sf i sf i sf sf sf Drainage Area = 311360 226685 sf % Impervious, 1= 18.63% 33.01 % #DIV/O! #DIV/O! #DIV/O! Cc= 0.35 0.46 #DIV/O! #DIV/O! #DIV/O! Rv= 0.22 0.35 #DIV/O! #DIV/O! #DIV/O! SHWT Elev.= 13 11 fmsl Infiltration Rate, Inlhr = 10 10 in/hr Bottom Elevation= 15 13 Bottom Surface Area = 1200 2133 Top Elevation = 20 17 Top Surface Area = 5126 6332 Design Storm = 1.5 1.5 in Design Volume = 13585.2 13150.725 #DIVIO! #DIVIO! #DIV/0! cf Total Volume Available= 15815 16930 0 0 0 cf Storage met at elevation= 19.30 16.11 #DIV/O! #DIV/O! #DIVIO! ft Time to Draw Down = 0.09 0.05 #DIV/O! #DIV/O! #DIVIO! hrs. 25 YEAR 24 HOUR STORM Intensity, i,= 8 inches / 24 hours =.33 in/hr. Qr= C i A = 0.82 I 0.80 i #DIV/O! #DIV/O! #DIVIO] cfs Qp thru bottom of basin= 1000.00 1777.50 I 0.00 0.00 0.00 cfs 10 YEAR 10 MIN HIGH INTENSITY EVENT Intensity, i, = 7 in/hr Volume = 10478.94 I 10143.81 I #DIV10! #DIV/O! I #DIV/O! cfs COMMENTS Volume and drawdown are (not) within Design Requirements. y . Date Design NORRIS, KUSKE &TUNSTALL CONSULTING ENGINEERS. INC. Check I Job For 902 Market St. I Sheet Wilmington, N.C. 28401-4733 .S r4 M 5Vg/" wtolf Ve C4 -C.G5 faro rO 6^.) 04)tiGa C.-Z � P-,"[c� I r•! Co Job No. 0.66 S RECEIVED MAY 2 0 2005 PROD # SW FU Sa 5 .y` GJ Design �/� A NORRIS, KUSKE &TUNSTAL.L 902 Market St. CONSULTING ENGINEERS. INC. Wilmington, N.C.28401-4733 Sheet � Of Check Job Sj i7 jy For Ll Q �J Job No. k6A 4 Lo &--10 a�-et� 10 7L*f o5- ZN CAR ! ! `�• •�E E S S 1 /�q �� ac�c� t1rilllilll i J �-�AECEIVED /5; ZCl- (40 - SUN 0 2 2005 .low :�p�51cj PROJ # - �-�/ • !1/L�iF- i �c/C/�C—� tr�v m C 6ctT6&1 1 3 211 3 5 5F � 1 4- 3" 090 6F l 5 coo 5 F 3/6 9 7 c� !� 6& 6 TiG � CG -mP 1-7 (,� 33z sF •7 59 77�L = �C���� Z c� S9 a r- V7, .3 1,,,)1We s6 I r-r-liz- M EV Design NORRIS, KUSKE &TUNSTALL 902 Market St. S feet CONSULTING ENGINEERS, INC. Wilmington, N.C. 28401-4733 Ot F/ Check Job �Td,2mW/�.�'E>2 For L7 VE Ckr t� Job No. k)p(,0(5A-)060�(V 5&0 s '7114 &Z' //hit// ov6 �--yg- ; Iq .1-07T5 -5P lt.v i — L/Z./ 7511 51(-- llripeloT _ /�5' 2[v25�=- /7� fit- = 56, v/ Z_ s 'C-- Va �v � _ z ►^� 5�� �r Z 5� t , 2� 5, 34-9 5��1 /7 �rZ�sF /9 /17 / �F -PP Za 5 I2lp �� 0 z) 17 LP `urn- = / 51 o ZZ o b I� 1 5� ZZ GF- �3��! t►,, ' x /' PT — to .FTL 1101 6vr5 o& OF o'% c141`J r- Z05/1?/2005 THU 11:15 FAX 910 343 9604 Norris, Kuske, Tunstall �p� 2 001/009 pum MCDENR orth Carolina Department of Environment and Natural Resources 127 Cardinal Drive Extension, Wilmington, NO 28405 (910)395-3900 FAX (910)350-2004 N KT #05044 " . Request for Express Permit Review - . FILL-IN all information below and CHECK required Permit(s). FAX to Cameron Weaver along with a narrative and vicinity map of the project location. Projects must be submitted by 9.W AM. of the review date, unless prior arrangements are made. APPLICANT Name Ricky Parker, Member I Managing Member Company Little Shallotte River LLC Address 2011 Elk Road SW, Suite 1, Live Oak Center City/State Supply, NC _ Zip 28462 County Brunswick Phone 910-842-4003 Fax 910-8424004 Email NIA PROJECT Name Live Oaks ENGINEERICONSULTANT J. Phillip Norris, P.E. _ Company Norris Kuske & Tunstall Consulting Engineers, Inc. Aftess 902 Market Street City/State Wilmington, NC Zip 28401 County New Hanover. Phone 910-343-9653 Fax 910-343-9604 Email pnorris&kteng.com _ __- ❑ STREAM ORIGINATION CERTIFICATION ® STORMWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other ❑ Low Density -Curb & Gutter ® High Density -Infiltration ❑ Off site Q COASTAL ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban waterfront ® LAND QUALITY ® Erosion and Sedimentation Control Plan with 3.0 acres to be disturbed. [I'WETLANDS (401) ❑ No Wetlands on Sits (letter from COE) ❑Wetlands DelineatedlNo JD ❑ Greater than 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done ❑ Less than, 0.1. AC Wetlands lmpacW ❑Greater. than.4.5 AC Wetlands Impacted The legislation allows additional fees, not to exceed 50% of the original Erpress Review permit application feel to-be•charagedfor subsequent reviews dusto-ihelnsufficiency of the- peirr #appllcadofw For DENR use only SUBMITTAL DATES: Fee Split for multiple permits: SW $ CAMAA $ LQS $ 401 $ Total Fee Amount $ 05/12/2005 THU 11:15 FAX 910 343 9604 Norris, Kuske, Tunstall 2 002/009 STORMWATER SYSTEM & EROSION CONTROL NARRATIVE LIVE OAKS BRUNSWICK COUNTY, NORTH CAROLINA For Little Shallotte River, LLC 2011 Elk Road SW Suite 1, Live Oak Center Supply, NC 28462 (910) 842-4003 May 2005 Prepared by: NORRIS, KUSKE, & TUNSTALL CONSULTING ENGINEERS, INC. 902 Market Street Wilmington, North Carolina 28401 (910) 343-9653 (910) 343-9604 (Fax) E-mail: otfee@nkteng.com NKT Project No. 05044 05/12/2005 THU 11:16 FAX 910 343 9604 Norris, Kuske, Tunstall Z 003/009 NARRATIVE DESCRIPTION: The project site is a 9-5-acre tract located in Brunswick County, North Carolina. The soils of the site consist of wooded, sandy topsoil and grades ranging from 0.5% to 3.0%. Approximately 3 acres will be graded to allow construction of a new residential subdivision with paved access. The runoff from the site is estimated using the rational method 10-year design storm and rainfall data for the area. Construction is scheduled to begin as soon as all permits and approvals are obtained. EROSION CONTROL MEASURES: The attached plans and specifications give the requirements for erosion control measures. Silt fencing will be provided along each side of the entrance drive where stormwater would be expected to sheet flow from disturbed areas directly to adjacent property. Gravel check dams will not be provided unless the Contractor has to temporarily discharge into an open ditch instead of the proposed storm drain outfall. The infiltration basins will be used as silt basins during construction and restored to design contours prior to completion. A gravel construction entrance will be constructed at the only entrance. Maintenance will be provided by the grading contractor and developer. STORMWATER MANAGEMENT MEASURES: The project site is located in Brunswick County. Land disturbing on the site will exceed one acre, which requires the site to comply with the State Regulations. The stormwater runoff from the development will be directed to the two infiltration basins. CONSTRUCTION SEQUENCE: The Contractor will install the gravel construction entrance and silt fence prior to beginning any clearing and grading operations. Additional sift fence will be installed when and if conditions warrant during construction_ The retention basins will be constructed immediately after that portion of the site is cleared, and outlet structure with protection will be installed. Disturbed areas will be landscaped or seeded upon completion. 05/12/2005 THU 11:16 FAX 910 343 9604 Norris, Huske, Tunstall Z004/009 EROSION CONTROL NOTES AND MAINTENANCE PLAN 1. install erosion control measures before beginning construction or as soon thereafter as possible. All erosion and sediment control practices will be checked for ' stability and operation following every runoff -producing rainfall but in no case less than once every week. Any needed repairs will be made immediately to maintain all practices as designed. 2. Maintain the gravel construction entrances in a condition to prevent mud or sediment from leaving the construction site_ The contractor shall inspect the construction entrances on a daily basis. This will require periodic top dressing with additional No. 4 stone. Any objectionable materials spilled, washed, or tracked onto public roadways shall be removed immediately. 3. install erosion control measures around the drop inlets as shown on the plans to trap silt during construction. Inspect the erosion control around the inlets after each rain and make repairs immediately. Remove sediment when it becomes 0.50 deep to provide adequate storage volume for subsequent rains. When the contributing drainage area has been adequately stabilized,' remove all materials and any unstable soil and either salvage or dispose of it properly. Bring the disturbed area to proper grade and appropriately stabilize all bare areas around the drop inlets. 4. Sediment will be removed -from behind the silt fence when it becomes 0.5 feet deep at the fence. The sediment fence will be repaired as necessary to maintain a barrier. Silt fence stakes shall be spaced 6 feet apart unless a wire backing is used with 8 foot stake spacing. 5. Inspect temporary sediment traps / check dams after each period of significant rainfall. Remove sediment and restore the trap to its original dimensions when the sediment has accumulated to one-half the design depth of the trap. Place the sediment that is removed in the designated disposal area and replace the contaminated part of the gravel facing. Check the structure for damage from erosion or piping. Periodically check the depth of the spillway to ensure it is a minimum of 1.5 ft below the low point of the embankment. Immediately fill any settlement of the embankment to slightly above design grade. Any riprap displaced from the spillway must be replaced immediately. After all sediment - producing areas have been permanently stabilized, remove the structure and all unstable sediment. Smooth the area to blend with the adjoining areas and stabilize properly. 6. No cut or fill slopes shall exceed a side slope of 1 verdeal to 3 horizontal unless otherwise specified on the plan. All slopes shall be seeded and stabilized within 15 days. 05/12/2005 THU 11:16 FAX 910 343 9604 Norris, Kuske, Tunstall 005/009 7. The stormwater ponds will act as sediment basins and will be cleaned out when the level of sediment reaches 2.0 ft below the top of the riser. Gravel will be cleaned or replaced When the sediment pool no longer drains properly. 8. All disturbed areas shall be seeded within 15 days of disturbance. All seeded areas will be fertilized, reseeded as necessary and mulched according to specifications in the vegetative plan, to maintain a vigorous, dense vegetative cover. 9. More stringent measures shall be used to halt erosion if those shown on this plan are not effective. 10. All erosion shall be, controlled including side slopes before the project is completed. 11. Remove temporary measures upon completion of project. All permanent measures will be well established before project closeout. 05/12/2005 THU 11:16 FAX 910 343 9604 Norris, Kuske, Tunstall 2006/009 SECTION 02920 SOIL EROSION AND SEDIMENTATION CONTROL 1 _ GENERAL 1.1 Contractor shall take every reasonable precaution throughout construction to prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water impoundments, ground surfaces, or other property as required by State and Local regulations. 1.2 The Contractor shall install all required silt fences, and construction entranoes at the initiation of work, and have these measures reviewed and approved by the local permit authority prior to clearing and grading operations. 1.3 The Contractor shall, within 15 days of suspension or completion of land disturbing activities, provide permanent protective covering for disturbed areas. Temporary and permanent erosion control measures shall be coordinated to assure economical, effective, and continuous erosion and siltation control throughout the construction and post -construction period. Use the specified seed for both temporary and permanent seeding- 2- PRODUCTS 2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion. 2.2 Fertilizer shall be 10-10-10 grade or equivalent. 2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10 percent magnesium oxide. 2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other suitable material free of undesirable weed seed. 2.5 Phosphate shall be 20 percent superphosphate or equivalent. 2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm weather planting and unhulled for cool weather planting. Purity of seed shall be a minimum of 98 percent and germination shall be a minimum of 85 percent. 2.7 Silt fence shall consist of NCDOT Class A fabric supported by wood or metal posts spaced not more than 6 feet on center. The bottom of the fabric shall be buried a minimum of 6 inches. 2.8 Gravel for check dams shall be #57 washed stone. 05/12/2005 THU 11:17 FAX 910 343 9604 Norris, Kuske, Tunstall � 007/009 2.9 Aggregate for construction entrance shall be #4 washed stone. 2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as shown. 3. EXECUTION 3.1 General: Take every practicable measure during construction or suspension to work to minimize erosion and siltation. Measures should include good construction practices, temporary physical barriers to sediment travel, settling basins for new ditches, and establishment of vegetative cover. 3.2 Construction Practices 3.2.1 Avoid dumping soil or sediment into any wetland or watercourse. 3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural watercourse and trenching and grading operations. 3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable. 3.2.4 Grade ail cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown or directed. 3.3 Temporary Physical Barriers are required where sedimentation on off site properly or excessive erosion is a problem. 3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive erosion and for protection of seedbeds after planting where required. 1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh should be installed as per manufacturer's instructions. 2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000 gallons per acre. Asphalt emulsion used for anchoring straw should be applied at a rate of 150 gallons per ton of straw. 3.3.2 Sift Fences shall be used at the base of slopes to restrict movement of sediment from the site. Clean silt fence of accumulated sediment after each rainfall event or when it exceeds a depth of 0.5 feet above natural grade. 3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall consist of Class A rip rap at minimum two feet high and three feet thick across the 05/12/2005 THU 11:17 FAX 910 343 9604 Norris, Kuske, Tunstall Z 008/009 watercourse, with a one foot thick layer of gravel on upstream side. Remove sediment if accumulated to a depth of 1.0 feet at upstream face. 3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all unpaved areas disturbed by the work. 3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4 inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous and fertilizer shall be applied during the scarification process in accordance with the following rates: Lime: 45 pounds per 1000 square feet Phosphorous: 20 pounds per 1000 square feet Fertilizer: 17 pounds per 1000 square feet 3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4 inch. Regrade and seed eroded areas immediately 3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as specified hereinbefore. Reapply as necessary to retain cover until grass is established. 3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by 6 inches thick at each entrance to the site used by construction vehicles, until such time as the permanent roadway is constructed. Remove soil if accumulated to a depth greater than 0.5 inches. 3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all temporary and permanent erosion control measures. Temporary structures shall be maintained until such time as vegetation is firmly established in the area protected by the structure_ Permanent streambank protection and grassed areas shall be maintained until completion of the project. Areas that fail to show a suitable stand of grass or which are damaged by erosion shall be immediately repaired. END OF SECTION 051/12/2005 THU 11:17 FAX 910 343 9604 Norris, Kuske, Tunstall 2009/009 W"Ol� us r7 SR 1120 o s n sntACp/�ST,vL WA"WaY Vicinity Map NTs