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Home My WebLink About20140022 Ver 2_Application_20141031� / ,.. 1 October 31, 2014 Virginia Mabry Manager of Priority Projects Office NCDOT — Transportation Program Management Unit Mail Service Center 1595 Raleigh, NC 27699-1595 Reference: WBS Element No. 17BP.3.R.26 Division 3 — Express DB Bridge No. 090016 8� 090020 over Honey Island Swamp Brunswick County, North Carolina Submittal No. S-168R3 Attention: Christy Huff Dear Ms. Huff: We are submitting herewith the revised permit for the subject project for your review and approval. We are requesting a five day turn around due to the time sensitive nature of this project. Upon approval of the permit package we will submit to the agencies, NCDWR and USACE for the final approval and permit for construction. Included with this submittal are the following items: • One (1) copy of the Permit drawings including the Permit Impact Summary Table, • One (1) copy of the Individual Permit Letter & Application, • One (1) copy of the response to comments, • One (1) copy of the EC plans. Please call if you have any questions. Sincerely, �,.�C�^' n.---- �eitl Skinner, P.E. Director, Transportation Enclosure BKS/abb cc STW — Erick Frazier, Joey Knoll (Electronic) NCDOT - Leilani Paugh, Chris Manley, Wayne Currie (Electronic), NCDOT -Stoney Mathis (1 Copy mailed directly), RK&K — JTP, BKS, MTM, DBP, THS, HTW, KWB, RHN, EMR, WKJ, File M:\projects�2012\Div3_ExpressDB�P.dmin\Submittals\5-168R3 Permits l6_20\Div3ExDB_Cor_S-168R3.docx Enqineers � Construction Manaqers � Pla�ners � Scientists 1) The pipe extension at @20+12 LT may need to have temporary excavation shown slightly beyond the pipe extension itself as it seems likely that some digging may be in order in that area to install the pipe. I suggest that the hand clearing impacts shown in that area are not sufficient for the likely digging/construction efforts that need to occur and we should up the game with respect to type of impacts to account for the needed work. Please revisit this. Temporary Fill in Wetlands, impervious dikes, special stilling basins and construction sequence write up has been added to the plans as you requested during our phone conversation on 10/29/2014. 2) Building on item 1 above, while the pipe at approx. Station 20+12 connects wetlands areas on each side of the road, the pipe conveys flow from one side of the road to the other (east to west), and in the vicinity of the pipe on either side the wetlands appear and act more as a stream than they do a wetland (although the agencies have agreed to just count this part of the wetland system and not break it out as a stream). Nonetheless, there was a good amount of water flow during my Oct. 2, 2014 visit similar to that of a stream. I would say the “channel” is about 1.5 to 2 feet deep of flowing water. In short, I think this is a more than what might appear to be on the surface as an equilibrium pipe for wetlands. We need to consider the flow thru this pipe in the methodologies for adding the pipe addition and working in this area. I suggest that work in the dry may be in order to help ensure the prevention of turbidity and offsite sediment loss. Building on this, I think that the silt fence shown across the “channel” on the RT and the CFW across the “channel” on the LT on the erosion control drawings are not appropriate measures considering the water flow in this “channel.” Upon completing the pipe extension in the appropriate manner as suggested above (work in the dry perhaps), we could then treat this section of the wetland as the “channel” area that it is and set up perimeter measures much as we would adjacent to a stream. The EC plans have been revised to show a construction sequence. The construction sequence includes the “work in the dry” language. If there is no “dry” time the contractor is instructed to use a pump around operation to install the pipe and head wall. 3) I question the need for mechanized clearing rather than hand clearing at Station 23+75 to 25+ LT and also at the area of Station 26+70 LT and also the area of 27+50 LT. If these impacts are just for putting up the utility lines, could they all be hand clearing rather than mechanized clearing. Even if wooded presently, if the work is only for putting up aerial lines, then it seems that hand clearing could be appropriate and sufficient. If you change this, please change the corresponding notations on the impact summary table. All mechanized clearing under the aerial utilities has been changed to hand clearing. The impact table has been adjusted accordingly. 4) I assume that the reason there appear to be two fill line limits on the RT side of the project is because one is for the true toe of fill and one is for the extent of sloughing. Is this correct? Yes. 5) In consideration of item 4 above, why are there some locations where there appear to be three lines that appear to show a fill limit. The referenced locations being 22+90 to 25+60 RT (location one) and 27+35 to 27+70 RT (location two). Please clean this up if the lines closest to the roadway could be removed. Please advise. At one time you needed the amount of permanent forest conversion and the amount of shrubs that were being permanently impacted. This is the reason for the 3 lines in some areas. Since we are not doing the on‐site mitigation this distinction is not necessary and the separate hatching has been combined into one hatching. 6) Why is fill shown @ Station 21+00 to 21+20 RT? Is this for the sloughing effect? Yes. 7) If the outer fill line on the RT is the far extent of sloughing, do we need to have 5’ of mechanized clearing beyond the sloughing line? I am just asking a question here and would like some feedback. If the 5’ feet of mechanized clearing is justified, let’s keep it. If not, then let’s delete it. I even ask the question because it seems that if sloughing is what is causing the outer impact, then do we need clearing beyond that sloughing? Is the clearing currently proposed so that we can go in and have room to repair the area that sloughs? Please advise. The clearing beyond the sloughing is for access to place the fill back in the hole for sloughing. The construction methods were carefully reviewed with the contractor and this is what they said they needed for the undercut operations. 8) Do we need a smidge of mechanized clearing just off of the southern edge of the NE corner rip rap abutment protection on the southern bridge in part of what is now shown as handclearing? This question is perhaps validated when looking at the northern bridge where we have small areas of mechanized clearing on both sides of the creek between the rip rap protection and transitioning to the hand clearing. The tree line of the southern bridge does not extend past the riprap like it does on the northern bridge. Tina looked at it and also believes that impacts as shown are correct. 9) In the blow up circle associated with the southern bridge, you may want to delete the hatching apparently associated with the pavement removal as it may lend itself to confusion, reference 26+70 LT within the blow up circle. Done. 10) We may want to also shade the triangle shaped area (currently not included in the shading) from Station 35+15 to 35+90 LT to include it as part of the “Existing Impacts from Aerial Utilities.” The shaded area as shown is correct. The shaded area follows the existing aerial utilities. 11) Please show the pipes that connect the boxes to the PFSH at Station 34+00. Level turned on. 12) There is a crossline pipe shown at Station 36+50 on permit drawing 3 which is not shown on permit drawing 5. Please make sure all drawings are consistent with what is proposed with regard to the subject pipe and otherwise. If the subject crossline pipe is proposed, then first could the pipe be slightly repositioned further ahead such as to avoid wetland impacts on the RT side of the project which it would apparently have if positioned as currently shown on permit drawing 3. If the pipe cannot be relocated to avoid impacts, then have the appropriate fill impacts and clearing impacts been accounted for in consideration of the end of the pipe and rip rap pad being placed in wetlands. Impacts do not appear to be accounted for at present in this regard. Please account for appropriately on the drawing(s) as well as the impact table. Include lead arrows and text or blow up on the drawing(s) as appropriate. This is a temporary pipe. The pipe has been moved to be just outside of the wetlands. The pipe has been labeled as temporary. 13) At Station 37 LT, there is a note referencing Special Cut Ditch, See Detail B. However, Detail B is not included on permit drawings 3 and 5 as would be intended apparently. Please include Detail B. Detail has been added. 14) Undercut is shown in the cross sections at Station 26+00. Is this intended? Is this necessary? This is getting mighty close to the stream. What is the Station number for ending the undercut nearest to the southern edge of the creek? The plans have been revised to show sheeting along the toe of the riprap running parallel to the stream. The contractor is taking precautions so that the stream banks will not cave‐in. 15) On the erosion control plans, it seems that there might not be a need for the perimeter erosion control measures (silt fence, CFW) from station 28+50 to station 35+50 LT considering that there should only be hand clearing within previously impacted areas for the utility lines. Please review and see what you think in this regard. Fence line has been revised from sta. 30+00 to sta. 35+50 LT. 16) Section 5.0 of the cover letter references onsite mitigation; remove this reference. Done. 17) Section 6.0 of the cover letter: Should the first bullet point under Alternative 4 be “0.12 acres less wetland impacts” rather than 0.14 ac. Changed to 0.15. 18) Section 11.1 of the letter, the last sentence needs to have the reference to restored wetland area removed. 2nd bullet last sentence. The word restored has been deleted. 19) Revise impact table accordingly for any/all. Done. 20) Finally, pertaining to EEP, who is responsible for submitting the request to EEP. You will need the acceptance letter from EEP to go along with your application. I would be glad to draft and submit the letter to EEP; please advise if you would like me to do so. I should be able to do so in short order. Leilani Paugh or Chris Manley will handle this task. Stoney 10/20/14 U R 6 W A D S T c a T I 4 J I a c PAT MCCRO GOVERNOR U. S. Army C Regulatory F 69 Darlingto Wilmington, Attn: Mr. USA Dear Sir: Subject: Ap Qu Hon app The North C construct Br approximate The purpose Individual S 4345, this a Jurisdictiona If you have aburnette@rk cc list: Karen Amand Stoney ORY Corps of Eng Field Office on Ave. NC 28403 Brad Shave ACE NCDO plication fo uality Certif ney Island S plication also Carolina Dep ridge Nos. ly 0.474 mil e of this let ection 401 W application p al Determina any questio kk.com. 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In add it drawings CE jurisdicti nformation p urnette Project Engin NCDOT DOT AROLINA NSPORTA it, and Indiv ge Nos. 16 an Element No onal Determ OT), Divisio Honey Islan Section 404 dition to this , half size ional forms, please conta neer ATION ANTHO SE vidual Secti nd 20 on NC o. 17BP.3.R mination Req on of Highw nd Swamp. 4 Individual s cover letter roadway pl , and NCDW act me at (9 ONY J. TATA CRETARY ion 401 Wat C 211 over .26. This quest Form. ways, propos The proje l Permit, an r and ENG F lans, Prelim WR stream fo 919) 878-956 ter ses to ect is nd an Form minary orms. 60 or 2 1.0 Purpose and Need The purpose for this State Project No. 17BP.3.R.26 is to preserve the mobility and safety of the traveling public by replacing the existing 59-year old structurally deficient bridges that can no longer be addressed by maintenance activities. Bridge No. 16 is a 3-span timber bridge, 25.4 feet wide by 52.6 feet long. Bridge No. 20 is a 3-span timber bridge, 25.3 feet wide by 52.4 feet long. They span Honey Island Swamp on paved NC 211. The underground telecommunication and fiber optic cables will be relocated aerial onto the joint use power poles. 2.0 Project Description The replacement structure for Bridge No. 16 will consist of a single span 45” concrete girder bridge approximately 80 feet long and 34.25 feet wide. The replacement structure for Bridge No. 20 will consist of a single span 45” concrete girder bridge approximately 85 feet long and 34.25 feet wide. These bridge lengths are based on final design information and were set by hydraulic requirements. The bridges will be of sufficient width to provide for two 12-foot lanes with offsets varying from 4.1 feet to 5.0 feet on Bridge No. 20 with 0.06 super elevations across the bridge and 4-foot offsets on Bridge No. 16 on each side in normal crown. The low chord of each new structure will be at approximately the same elevation as the existing low chord. The land use adjacent the swamp is primarily forest and game land. The basin character is Coastal Plain Rural. 3.0 Summary of Impacts Waters of the U.S.: Proposed permanent impacts to jurisdictional areas total 0.96 acres. The impacts are as follows: 0.56 acres of fill in wetlands due to the roadway alignment, 0.23 acres of fill in the wetlands due to sloughing during the undercut operations and 0.17 acres of mechanized clearing from both the sloughing during the undercut operations. Proposed temporary impacts to jurisdictional areas total 0.33 acres. There will be less than 0.01 acres of temporary fill in wetlands due to the construction of the 48” pipe extension at station 20+12 lt. There will be hand clearing under the bridges and under the aerial utilities during relocation. However, 0.10 acres of the proposed hand clearing lies within the already cleared area under the existing aerial utilities. All underground and aerial utilities in conflict with the proposed construction will be relocated prior to construction. 4.0 Summary of Mitigation The proposed construction of Bridge Nos. 16 and 20 over Honey Island Swamp will permanently impact 0.96 acres of jurisdictional riparian wetlands that will require mitigation. 3 5.0 Project Schedule Construction phasing of this project will begin with utility relocations then bridge replacement. The existing bridge will remain in service during the construction of the replacement bridges. Permit drawings are attached. The Construction Date is January 1, 2015. 6.0 SEPA documentation Information included in this introduction letter, along with attachments is intended to supply documentation necessary to meet the requirements of the State Environmental Policy Act. Bridge Nos. 16 and 20 are located on NC 211. NC 211 is used for through traffic which connects US 17 and US 74, for a total of 24 miles, which takes approximately 26 minutes. A total of four alternatives were studied for replacing Bridge Nos. 16 and 20 in Brunswick County. These alternatives are described as follows:  No-Build Alternative  Alternate 1 - Replace both bridges on existing alignment,  Alternate 2 - Replace Bridge No. 20 on new alignment while replacing Bridge No. 16 on existing alignment using an on-site detour,  Alternate 3 - Replacing both bridges on new alignment to the east of existing roadway, and  Alternate 4 - Replacing both bridges on new alignment to the west of existing roadway. No-Build Alternative This alternative is not feasible due to the bridges being classified as structurally deficient with sufficiency ratings of 4 (Bridge 16) and 5 (Bridge 20) out 100. Not replacing the bridges will cause safety and mobility issues to the traveling public. Alternate 1 NCDOT Guidelines for Evaluation of Offsite Detours for Bridge Replacement Projects considers multiple project variables beginning with the additional time traveled by the average road user resulting from the offsite detour. The eastern loop for the offsite detour for this project would include continuing on US 17 to NC 87 to US 74. The detour for the average road user would result in approximately 18 miles additional travel which results in approximately 20 minutes additional travel time. Up to 6-month duration of construction is expected on this project. Based on the Guidelines, the criteria above indicate that a delay of 20 minutes for the average road user over a 6 month period is unacceptable. Brunswick County Emergency Services has also indicated that an offsite detour is unacceptable. While project costs and environmental impacts will be higher, maintenance of traffic onsite during construction is mandatory. NCDOT Division 3 concurs in these recommendations. 4 Alternate 2 This alternative maintains existing traffic “on-site” and was initially supported by NCDOT as the best alternative to be implemented. However, after further study of the existing soils, it was determined that significant undercut would be required through adjacent wetlands resulting in permanent impacts not only along the new location alignment but also on the alignment for the temporary detour. Significant undercut and permanent impacts along a temporary facility was deemed “not feasible” which led to the study of Alternatives 3 and 4 which locates the roadway on new location adjacent to the existing bridges. Permanent wetland impacts for this alternative are 1.1 ac. Alternative 3 This alternative maintains existing traffic “on-site” and replaces both Bridge Nos. 16 and 20 on new alignment just east of existing roadway. The new alignment in the area of Bridge No. 20 is identical to Alternative 2. Permanent wetland impacts for this alternative are 0.96 ac. Alternative 4 This alternative maintains existing traffic “on-site” and replaces both Bridge Nos. 16 and 20 are on new alignment just west of existing roadway. The alignment for this alternative is approximately 180’ longer than Alternative 3 due to connection to existing alignment on the inside of a horizontal curve to the south. Permanent wetland impacts for this alternative are 1.11 ac. Alternatives 3 and Alternative 4 are very similar alignments and have very similar impacts to the environment. However, Alternative 3 was chosen as the Least Environmentally Damaging Practicable Alternative (LEDPA) because of the following: • 0.15 ac. less wetland impacts, • 180’ shorter project length, • Less required undercut, and • Less utility impacts. 6.1 Independent Utility State Project 17BP.3.R.26 is in compliance with 23 CFR Part 771.111(f) which lists the FHWA characteristics of the independent utility of a project. The project meets the criteria for independent utility as discussed below:  The project has logical termini and independent utility and is of sufficient length to address environmental matters on a broad scope;  The project is usable and a reasonable expenditure of funds, even if no additional transportation improvements are made in the area; and  The project does not restrict consideration of alternatives for other reasonably foreseeable transportation improvements. 5 7.0 Resource Status The project is located in the Lumber River Basin and lies within Hydrologic Unit 03040206 (Subbasin 03-07-57). This is within the Middle Atlantic Coastal Plain ecoregion. 7.1 Wetland Delineations The wetlands within the study area were delineated based on the 1987 U.S. Army Corps of Engineers (USACE) Wetland Delineation Manual (Atlantic and Gulf Coastal Plain Supplement) and a roadway design was prepared to avoid and minimize impacts to wetlands to the maximum extent possible. Wetland delineations for the study area were performed on September 07, 2011 by NCDOT staff members Lance Fontaine, John Merritt and Chris Underwood. Chris Manley and Stoney Mathis further defined the jurisdictional areas in early 2013. The wetland area to the far north and right side of the project beginning at approximate Station 42+80 RT was added in late April 2013 by Chris Manley and Stoney Mathis when the scope of the project area was extended. This delineation was later field verified by Mr. Brad Shaver (USACE, Wilmington District) on April 17, 2013. The study area was revisited by Stoney Mathis (NCDOT), Hal Bain (RK&K), Pete Stafford (RK&K) and Audrey Burnette (RK&K) on November 04, 2013. Again the delineation boundaries were extended at the southern end of the project on both the east and west sides of the proposed road to accommodate possible aerial utility relocations. The delineation was performed by Brad Shaver (USACE Wilmington District) and Mason Herndon (NCDWR) and Stoney Mathis (NCDOT) on October 2, 2014. 7.2 Stream Delineations Data collected for streams were derived from USGS topographic maps, the Brunswick County Soil Survey (USDA, 1990), and site reconnaissance. The data included stream classifications, which are presented in the attached documentation. A stream characterization and delineation was conducted by Hal Bain (RK&K) and Pete Stafford (RK&K) on November 04, 2013. A previous site visit to confirm the presence of jurisdictional streams within the project study area was conducted by Stoney Mathis (NCDOT), Brad Shaver (USACE Wilmington District) and Mason Herndon (NCDWR) on April 17, 2013. 7.3 Characterization of Jurisdictional Sites 7.3.1 Wetlands There is approximately 2.41 acres of wetlands within the project area. There is one wetland community found within the project study area. Field investigations conducted on September 07, 2011, on November 04, 2013 and revisited on October 2, 2014 identified one wetland community (Riverine Swamp Forest) found within the project study area. This community dominates the project study area and generally begins at the toe of the existing roadway fill section. Information about this wetland complex can be found in the attachments to this letter report which includes a vicinity map, USACE wetland data forms and final design plans depicting the extent of the wetlands within the project study area. 6 7.3.2 Streams There is approximately 177 linear feet of stream within the project area. Best Usage Classification for the jurisdictional stream, Honey Island Swamp, is C & Sw (Swamp Waters). Neither High Quality Waters (HQW), Water Supplies (WS-I: undeveloped watersheds or WS-II: predominately undeveloped watersheds), nor Outstanding Resource Waters (ORW) occur within 1.0 mile of the project study area. The two stream segments are not designated as a North Carolina Natural or Scenic River, or as a National Wild and Scenic River. Honey Island Swamp is not listed on the Final 2012 Section 303(d) list of impaired waters. 7.4 Impacts to Jurisdictional Resources Impacts to jurisdictional wetlands for State Project 17BP.3.R.26 are summarized below: Permanent Impacts: Proposed permanent impacts for the replacement of Bridge Nos. 16 and 20 include fill in wetlands and mechanized clearing in wetlands totaling 0.96 acres of permanent impacts to riparian wetlands. Temporary Impacts: There will be 0.33 acres of temporary hand-clearing at the bridges and along the roadway due to the relocation of the aerial utilities in jurisdictional wetland. There will be less than 0.01 acres of temporary fill in wetlands due to the construction of the 48” pipe extension at station 20+12 lt. There is 0.10 acres of the proposed hand clearing that lies within the already cleared area under the existing aerial utilities. Utility Impacts: All underground and aerial utilities in conflict with the proposed construction will be relocated aerially prior to construction. It is anticipated that no impacts to streams will result from the proposed project construction. 8.0 Protected Species Plants and animals with federal classification of Endangered (E), Threatened (T), Proposed Endangered (PE), and Proposed Threatened (PT) are protected under provisions of Section 7 and Section 9 of the Endangered Species Act of 1973, as amended, or by provisions of the Bald and Golden Eagle Act (BGPA). The United States Fish and Wildlife Service (USFWS, 2013) lists 15 federally protected species for Brunswick County as of the November 18, 2013 listing (Table 1). Table 1 Federally Protected Species in Brunswick County Common Name Scientific Name Federal Status* Habitat Present Biological Conclusion American alligator Alligator mississippiensis T (S/A) Yes N/A Atlantic sturgeon Acipenser oxyrinchus oxyrinchus E No No Effect Bald eagle Haliaeetus BGPA No No Effect 7 Common Name Scientific Name Federal Status* Habitat Present Biological Conclusion leucocephalus Green sea turtle Chelonia mydas T No No Effect Kemp’s ridley sea turtle Lepidochelys kempii E No No Effect Leatherback sea turtle Dermochelys coriacea E No No Effect Loggerhead sea turtle Caretta caretta T No No Effect Piping plover Charadrius melodus T No No Effect Red-cockaded woodpecker Picoides borealis E No No Effect Shortnose sturgeon Acipenser brevirostrum E No No Effect West Indian manatee Trichechus manatus E No No Effect Wood stork Mycteria americana E No No Effect Cooley’s meadowrue Thalictrum cooleyi E No No Effect Rough-leaved loosestrife Lysimachia asperulaefolia E No No Effect Seabeach amaranth Amaranthus pumilus T No No Effect * BGPA = Bald and Golden Eagle Protection Act, E = Endangered, T = Threatened, T(S/A) = Threatened (Similarity of Appearance) The NC Natural Heritage Program (NCNHP) database (updated November 2013) was also reviewed for recorded occurrences of protected species. No occurrences of federally protected species were recorded within one mile for the project study area. Comments received from the USFWS dated September 15, 2011 are included in the attachments to this package. 8.1 Bald and Golden Eagle Protection Act (BGPA) In the July 9, 2007 Federal Register (72:37346-37372), the bald eagle was declared recovered, and removed (de-listed) from the Federal List of Threatened and Endangered Wildlife. This delisting took effect August 8, 2007. After delisting, the Bald and Golden Eagle Protection Act (Eagle Act) (16 U.S.C. 668-668d) became the primary law protecting bald eagles. No nesting and/or foraging habitat for the bald eagle is present within the project study area or within 660 feet of the project study area. 8.2 Moratorium There is no in-water work moratorium recommended for State Project 17BP.3.R.26. The communication with the North Carolina Wildlife Resources Commission (Travis Wilson) is included as an attachment to this package. 8 9.0 Cultural Resources The potential effect of the proposed project on cultural resources in the project area was evaluated in accordance with Section 106 of the National Historic Preservation Act of 1966, as amended. NCDOT Historic Architecture staff communications, dated November 20, 2013 determined that replacement of the existing structures (Bridge Nos. 16 and 20) will Not Adversely Impact any historic buildings or landscapes. The referenced communications are included as attachments to this package. An archaeological survey of the project’s Area of Potential Effect (APE) was conducted by NCDOT archaeologists to determine the project’s impact on significant archaeological or historical resources. NCDOT Archaeological staff communications, dated November 06, 2013 indicate that no archaeological sites were found within the project’s APE. Therefore, no additional archaeological investigation is recommended for this project. The referenced communications are included as attachments to this package. 10.0 FEMA Compliance Honey Island Swamp is a FEMA regulated stream. Bridge Nos. 16 and 20 can be found on FIRM maps 37201184 and 37201186, dated June 2, 2006. The replacement of these bridges produced a 0.01 foot increase in the water surface elevation between the Revised Model and the Corrected Effective Model just downstream of the bridge. No existing structures are impacted by this increase. This increase is categorized as a Type 2D MOA, which is a category within the Memorandum of Agreement (MOA) between NCDOT and Floodplain Mapping. This increase has already been approved by the appropriate state and local officials as well as the Federal Emergency Management Agency (FEMA) to assure compliance with federal, state, and local floodway regulations. 11.0 Mitigation Options The NCDOT has investigated potential on-site wetland mitigation opportunities. However, on-site mitigation is not feasible and mitigation will be provided by the North Carolina Department of Environment and Natural Resources Ecosystem Enhancement Program (NCEEP). In accordance with the Memorandum of Agreement dated July 22, 2003 between NCDOT and U.S. Army Corps of Engineers, the NCEEP may provide off-site mitigation to satisfy the Federal Clean Water Act compensatory mitigation requirements for this project. Permanent impacts to jurisdictional wetlands totaling 0.96 acres of Riverine Swamp Forest (NCWAM wetland type) will occur as a result of project construction adjacent to the existing roadway/bridge location. 9 11.1 Avoidance and Minimization All jurisdictional features were delineated, field verified and surveyed within the corridor for the NC 211 bridge replacements. Using these surveyed features, the roadway design was adjusted to avoid and/or minimize impacts to jurisdictional areas. NCDOT employs many strategies to avoid and minimize impacts to jurisdictional areas in all of its designs. Many of these strategies have been incorporated into BMP documents that have been reviewed and approved by the resource agencies and which will be followed throughout construction. Individual avoidance and minimization items are as follows:  No staging of construction equipment or storage of construction supplies will be allowed in wetlands or near surface waters.  The project was designed to avoid or minimize disturbance to aquatic life movements by use of single span bridges. The spans were maximized while maintaining the same vertical clearances as the existing bridges. There are no deck drains. The bridge runoff is collected at the low point of each bridge and discharges outside of the jurisdictional waters. A rip rap pad was used to diffuse the velocities before entering the wetlands at the pipe outlet for the drainage structure at Bridge No. 20. A preformed scour hole was used to diffuse the velocities before entering the wetlands at the pipe outlet for the drainage structure at Bridge No. 16. There is a swale from sta. 36+10 to sta. 37+50 LT that dissipates the roadway runoff before it enters the wetland area.  NCDOT will minimize long-term water quality impacts through the use of the most recent Best Management Practices for Protection of Surface Waters, as identified in the Federal Aid Highway Program (FHPM) and North Carolina Administrative Code, Chapter 4.  NCDOT and its contractors will not excavate, fill, or perform land clearing activities within Waters of the U.S. or any areas under the jurisdiction of the USACE, except as authorized by the USACE. To ensure that all borrow and waste activities occur on high ground, except as authorized by permit, the NCDOT shall require its contractors to identify all areas to be used to borrow material, or to dispose of dredged, fill or waste material. Documentation of the location and characteristics of all borrow and disposal sites associated with the project will be available to the USACE on request.  The use of reinforced 2:1 fill slopes in jurisdictional areas which will be stabilized with geotextile fabric and vegetation as outlined in the Geotechnical Report dated 12/2013. This report is included as part of the project Contract Documents.  NCDOT will implement Best Management Practices for Bridge Demolition and Removal. The asphalt-wearing surface of the two bridges and bridge rails will be removed without dropping them into the water prior to bridge demolition.  Turbidity curtains will be installed around existing interior bents prior to extraction of the piles. The timber piles encased in concrete will be extracted with a vibratory hammer and crane, to minimize disturbance to the natural stream.  Silt fence and coir fiber wattle barrier will be used during construction to prevent sediment from entering the wetlands and jurisdictional waters.  The use of hand clearing rather than mechanized clearing where possible.  High visibility fencing will be utilized to identify environmentally sensitive areas that are not to be impacted. 10 11.2 Compensation NCEEP is available for mitigation by compensation,. See Section 11.0 Mitigation Options for more information. 12.0 Indirect and Cumulative Effects Information associated with the subject project study area revealed that no significant impacts to natural, ecological, cultural, scenic, or community resources are expected due to the construction of the subject project. Any direct impacts to resources have been avoided (where possible), minimized, and mitigated. The bridges are being replaced immediately upstream of the existing structures and these replacements are not creating any new development access to adjacent land or offering any significant travel time savings. Therefore, no indirect or cumulative effects are expected due to the construction of State Project 17BP.3.R.26. 13.0 Regulatory Approvals Section 404: Application is hereby made for a USACE Individual 404 Permit as required for the above-described activities. Section 401: We are also requesting a Section 401 Water Quality Certification from the NCDWR. In compliance with Section 143-215.3D(e) of the NCAC, we will provide $570.00 to act as payment for processing the Section 401 permit application previously noted in this application (see Subject line). We are providing electronic copies of this application package to Mason Herndon and Sonia Carrillo (NCDWR), for their approval. CAMA Consistency Determination: A Federal Consistency Determination letter will be submitted along with project information to Steve Sollod (NCDCM reviewer). If you have any questions or need additional information, please contact me at 919-878-9860 or aburnette@rkk.com. W15 60.7962.06 65.59 58.16 63.50 61.52 59.38 SHEET 1 OF 17 PERMIT DRAWINGWETLAND AND SURFACE WATER IMPACTS PERMIT PAVEMENT REMOVAL NSRS 2007 NAD 83/ DHV D T V = = = = = =MPH ADT ADT % * FUNC CLASS = PROFILE (HORIZONTAL) STATE STATE PROJECT REFERENCE NO. STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET 1 DESIGN DATAGRAPHIC SCALES PLANS PROFILE (VERTICAL) LOCATION: TYPE OF WORK: 0 9 / 0 8 / 9 9 DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA 10 / 3 1/ 2 0 14 R : \ H y d r a u li c s \ P E R M IT S _ E n v i r o n m e n t a l\ D r a w i n g s \ 0 9 0 0 16 & 2 0 _ h y d _ P E R _ T S H . d g n d e f a u lt C O N T R A C T : A R T MEN N A S O H D E P T O F TRA SPORT T IO N T A TEOFN RT CAR O LI N A TO BOLTON 211 211 BRUNSWICK COUNTY RESURFACING GRADING, DRAINAGE, PAVING, STRUCTURES AND VICINITY MAP -L- STA. 19+70.00 BEGIN PROJECT Island Honey Cl e ar Br a nch TO SUPPLY 211 100 100 PROJECT LENGTH LETTING DATE: DIVISION OF HIGHWAYS FOR CONTRACTOR : SIGNATURE: SIGNATURE: P.E. P.E. RIGHT OF WAY DATE: DESIGN - BUILD TEAM 1-888-521-4455 OR 919-878-9560 NC LICENSE NO. F-0112 RALEIGH, NORTH CAROLINA 27609 900 RIDGEFIELD DRIVE, SUITE 350 RUMMEL, KLEPPER & KAHL, LLP Corporation S. T. Wooten WILSON, NORTH CAROLINA 27894 3801 BLACK CREEK ROAD P.O. BOX 2408 S. T. WOOTEN CORPORATION 4,400 55 * TTST =3%DUAL 4% COLLECTOR 0.474 mi 0.031 mi 0.443 mi 17BP.3.R.26 B R I D G E S 0 9 0 0 16 & 0 9 0 0 2 0 C 2 0 2 9 4 2 Airport Bear Pin 211 B runsw ick C ounty C olum bus C ounty Driving Creek Swamp Green 7 MARCH 29, 2012 50 0 50 50 0 50 2010010 MARCH 29, 2012 4 5 GREEN SWAMP ROAD -L- STA. 25+85.00 BEGIN BRIDGE -L- STA. 26+70.02 END BRIDGE -L- STA. 33+00.00 BEGIN BRIDGE -L- STA. 33+80.00 END BRIDGE S R 1 4 3 0 E x u m R d . SR 1431 Egypt Rd. N/A N/A 17BP.3.R.26 PE, ROW, UTIL. & CONST. BRIDGE NO. 090016 BRIDGE NO. 090020 PROJECT ENGINEER PROJECT DESIGN ENGINEER Michael T. Merritt, P.E. B. Keith Skinner, P.E. NCDOT CONTACT: Virginia Mabry PRIORITY PROJECTS OFFICE MANAGER 2012 STANDARD SPECIFICATIONS H O N EY IS LA N D S W A M P H O N EY IS LA N D S W A M P OFFSET ON A REGIONAL ROUTE. * DESIGN EXCEPTION NEEDED FOR 4’ BRIDGE -L- STA. 44+75.00 END PROJECT TOTAL LENGTH TIP PROJECT 090016&090020............. LENGTH STRUCTURE TIP PROJECT 090016&090020..... LENGTH ROADWAY TIP PROJECT 090016&090020...... Bridge Nos. 090016 & 090020 SWAMP ON NC 211 BRIDGE NOS. 090016 & 090020 OVER HONEY ISLAND R H E ON P RT NFEO NAO E SEAL INNG L RE SSI AC O IL R A 21122 MIC HAEL T. MERRITT R H E ON P RT NFEO NAO E SEAL INNG L RE SSI AC O IL R A 036821 E L EN I .RIGGS M ENGINEER HYDRAULICS ENGINEER DESIGN ROADWAY W15 W15 BS1D1D5 D3BS3 D6 BS2 T 24’ BST ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC WOODS WOODS WOODS WOODS 15 0 . 0 0 ’ 24’ BST NC 211 - GREEN SWAMP RDTO SUPPLY T HH 4 8 " C M P 16-1 16-2 T 24’ BST ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS BS1D1D5 D3BS3 BS4 D4 D6 D2 BS2 EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC #09-0020 STRUCTURE BRIDGE WOODS WOODS WOODS WOODS 1 2 15 0 . 0 0 ’ 24’ BST NC 211 - GREEN SWAMP RD TO SUPPLY T HH .0 6 F- F 3 3’ TYP.26.00’ .0 5 .06 2 4 ’ 8:1 8:1 8:1 . 0 5 . 0 4 . 0 4 . 0 2 . 0 3 . 0 5 . 0 6 F- F 3 3’ P . S . 8 ’ P . S . 4 ’ TYP. 25.75’ TYP.26.00’ -L- POT STA. 25+85.00 BEGIN BRIDGE -L- POT STA. 26+70.02 END BRIDGE 2 4 ’ E X IS T AND ABUTMENTS REMOVE EXISTING BRIDGE P.S.8’ 24’ P.S.8’ .0 5 .05 .04 .03 .02 .01 TYP.26.00’ . 0 6 . 0 2 . 0 6 . 0 2 +89.95 20’ 4 SHEET 2 OF 17 PERMIT DRAWING CLEARING DENOTES MECHANIZED* * * * ** * ** * * WETLAND DENOTES FILL INFF 090016 & 090020 EXIST. POWER POLE PROP. POWER POLE 1"=50’ SCALE MECHANIZED CLEARING WETLANDS FILL IN HAND CLEARING HC HC CLEARING DENOTES HAND FILL IN WETLANDS HAND CLEARING TEMPORARY SHORING FROM AERIAL UTILITIES EXISTING IMPACTS FILL IN WETLANDS MECHANIZED CLEARING HAND CLEARING IN WETLANDS TEMPORARY FILL IN WETLANDS TEMPORARY FILL F F FILL IN WETLAND DENOTES TEMPORARY T T T T TYPE III TYPE III TYPE III 0401 2GI TB 15" RCP-IV 15" RCP-IV F F 60’ +84.30 PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 8 / 1 7 / 9 9 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ p s h 0 4 _ W E T . d g n d e f a u l t SHEET NO.PROJECT REFERENCE NO. 60 70 50 40 NAD 83 (CORS96) 80 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 30 60 70 50 80 STA. 31+00 SEE SHEET 5 M ATCHLINE -L- S E E S H E E T 5 - L- S TA . 3 1+ 0 0 M A TC H LIN E ENGINEER ROADWAY DESIGN HYDRAULICS ENGINEER R/W SHEET NO. STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: EXCAVATION UNDERCUT GRAU-350 -L- STA. 19+70.00 BEGIN PROJECT TYPE III TYPE III TYPE III TYPE III -L- -L- GRAU-350 2 0 2 5 30 -L- PCC Sta. 26+84.30 -L- PC Sta. 21+38.42 -L- PT Sta. 30+33.28 +30.00 0401 0402 RETA IN W/ 5 SY GEO FAB 1 TON CL B RIPRAP 0403 HW 62.28 -L- 34+02 NOTE: COLLAR AND EXTEND EXISTING 48" CSP AT -L- STA. 20+13.5 LT, AS NEEDED (HEADWALL REQUIRED) EXIST. 48" CSP 5LF COLLAR AND EXTEND 2GI TB 2GI TB 15" RCP-IV 15" RCP-IV F F F F F F F F F F F F F F F F F F F F F PI = 21+50.00 EL = 61.10’ (+)0.3606%(+)1.2088% VC = 170’ K = 200 PI = 25+55.00 EL = 66.00’ VC = 340’ K = 116 PI = 29+25.00 EL = 59.67’ (-)1.7105%(+)1.3603% VC = 360’ K = 117 EL = 60.46’ -L- STA 19+70.00 BEGIN GRADE V = 70mph V = 55mph V = 55mph HP Sta.= 25+25.78 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 STR #090020 Sta. 26+27.50 -L- NWS SURVEY = 5/7/12 52.8’ NWS NORMAL WATER SURFACE ELEV = 52.8 FT 57.0’ 100-YR. -L- STA. 25+85.00 BEGIN BRIDGE #090020 -L- STA. 26+70.02 END BRIDGE #090020 PROP. EL.=84.18’EXIST. EL.=84.18’ - RT. T HWF H O N E Y I S L A N D S W A M P H O N E Y I S L A N D S W A M P H O N E Y I S L A N D S W A M P H O N E Y I S L A N D S W A M P NEW HAND CLEARING NOT REQUIRED. EXISTING AERIAL UTILITY CORRIDOR. D1D2 D6 D5 D3 BS1BS2 #09-0016 STRUCTURE BRIDGE NCDOT GPS MON. 16-2 AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTON NC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC WOODS WOODS WOODS EXISTING R/W TT T C R/W MON EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R MON. CON N 4 4 4 0 ’0 9 " E 3 0 0 . 7 9 ’ N 4 4 4 0 ’0 9 " E 3 0 1. 4 4 ’ STATE OF NORTH CAROLINA FIRE TOWER D1D2 D6 D4 D5 D3 BS1BS2 BS3BS4 AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTONNC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T #09-0016 STRUCTURE BRIDGE WOODS WOODS WOODS NCDOT GPS MON. 16-3NCDOT GPS MON. 16-2 EXISTING R/W TT T C EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R. 0 1 . 0 0 . 0 1 . 0 2 .0 0 . 0 1 .0 2 . 0 2 . 0 3 . 0 4 . 0 4 . 0 3 . 0 2 . 0 1 . 0 0 . 0 1 . 0 2 . 0 3 . 0 4 TYP.26.25’ TYP. 26.25’ .0 4 .0 3 . 0 2 .0 1 . 0 0 . 0 1 . 0 2 + 2 4 . 6 9 TYP. 26.25’ + 0 8 . 2 3 5090016&20 SHEET 3 OF 17 PERMIT DRAWING EXIST. POWER POLE-RT. EXIST. POWER POLE-LT. EXIST. POWER POLE - LT 1"=50’ SCALE CLEARING DENOTES MECHANIZED* * * * ** * ** * * WETLAND DENOTES FILL INFF HC HC CLEARING DENOTES HAND MECHANIZED CLEARING HAND CLEARING FILL IN WETLANDS WETLANDS FILL IN MECHANIZED CLEARING TEMPORARY SHORING FROM AERIAL UTILITIES EXISTING IMPACTS PROP. POWER POLE - LT. TEMPORARY PIPE DITCH TEMPORARY F F FILL IN WETLAND DENOTES TEMPORARY T T -L- TYPE-III TYPE-III TYPE-III TYPE-III TB 2GI R C P - IV 1 5 " 15" RCPF F 8 / 1 7 / 9 9 SHEET NO.PROJECT REFERENCE NO. N A D 83 ( C O RS96) S TA . 3 1+ 0 0 S E E S H E E T 4 M A TC H LIN E - L- PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ p s h 0 5 _ W E T . d g n d e f a u l t 60 70 50 40 80 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 30 60 70 50 80 RR SPIKE SET IN 15" OAK -L- STA. 34+03.82 75.58’ LT. BM#2 EL = 56.24’ SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE 090016 31+00 S EE S H E E T 4 - L- S TA . 3 1+ 0 0 M A TC H LIN E ENGINEER ROADWAY DESIGN R/W SHEET NO. HYDRAULICS ENGINEER 42+00 43+00 STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: PAVEMENT REMOVAL SUB-BASE IS TO BE LEFT IN PLACE. ONLY PAVEMENT IS TO BE REMOVED * NOTE: STA. 37+25.00 TO 38+00.00 LT. EXCAVATION UNDERCUT GRAU-350 GRAU-350 -L- STA. 44+75.00 END PROJECT -L- TYPE-III TYPE-III TYPE-III TYPE-III 3 5 4 0 4 5 P O T S t a . 4 6 + 18 .2 9 -L- PC Sta. 36+47.19 -L- PRC Sta. 39+99.60 -L- PT Sta. 43+43.23 SEE DETAIL A HOLE PREFORMED SCOUR TB 2GI -L- 32+74.09 HP -L- 37+56.82 LP -L- 41+66.81 HP TB 2GI W/ 5 SY GEO FAB 1 TON CL B RIP RAP W/ 5 SY FIL FAB 1 TON CL B RIP RAP Flatter4:1 or D 4: 1 ( Not to Scale) DETAIL B Min. D=0.5 Ft. Ground Natural Slope Ditch Front PREFORMED SCOUR HOLE DETAIL A -L- STA. 34+02 RT W=4.0 Ft. D=1.0 Ft. B=3.75 Ft. not shown for clarity) (Rip Rap in basin GROUND NATURAL Outlet Pipe or Ditch Scour Hole (PSH) Square Preformed WITH GEOTEXTILE FABRIC LINER: CLASS B RIPRAP D PSRM MIN. 1’ TUCK WITH NATURAL GROUND INSTALL LEVEL AND FLUSH AA W PLAN VIEW SECTION A-A (4’min typ.) Permanent Soil Reinforcement matting (PSRM) Seed with native grasses at installation. *NOT TO SCALE B FI LL S LOP E 2:12: 1 PIPE (d = 15" OR 18") INFLOW 3/08 SPECIAL CUT DITCH Q5=0.4cfs, V=0.3fps, S=0.30% FROM -L- STA. 38+50 TO 39+50 LT; Q5=1.1cfs, V=0.5fps, S=0.81% FROM -L- STA. 36+10 TO 37+50 LT; SEE DETAIL B SPECIAL CUT DITCH SEE DETAIL B SPECIAL CUT DITCH RC P - IV 15 " 15" RCP SEE DETAIL C SP. LAT. V DITCH ( Not to Scale) SPECIAL LATERAL ’V’ DITCH 3: 1 D Q5=1.4cfs, V=1.1fps, S=0.24% FROM -L- STA. 40+50 TO STA. 45+00 LT Min. D= 1.0Ft. DETAIL C Ground Natural Flatter3:1 or Slope Fill RETAIN F F F F F F F F F C F C F C C C F C C C F F F F F F F PI = 32+80.00 EL = 64.50’ (+)1.3603% (-)1.4613% VC = 330’ K = 117 EL = 60.14’ -L- STA 44+75.00 END GRADE V = 55mph V = 55mph HP Sta.= 32+74.09 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 NORMAL WATER SURFACE ELEV = 52.8 FT NWS SURVEY = 5/7/12 STR #090016 Sta. 33+40 -L- -L- STA. 33+00.00 BEGIN BRIDGE #090016 -L- STA. 33+80.00 END BRIDGE #090016 PI = 37+15.00 EL = 58.14’ VC = 260’ K = 118 (+)0.7500% V = 55mph PI = 41+25.00 EL = 61.22’ (+)0.7500%(-)0.3077% VC = 200’ K = 189 57.0’ 100-YR. PROP. EL.=84.18’ 52.8’ NWS EXIST. EL.=79.18’ - LT.EXIST. EL.=79.18’-LT. W/ 5 SY FIL FAB 1 TON CL B RIPRAP 504T GRADE TO DRAIN GRADE TO DRAIN 12 " RC P - IV GRADE TO DRAIN GRADE TO DRAIN H O N E Y IS LA N D S WA M P H O N E Y IS LA N D S WA M P H ONE Y IS LAN D S WAMP H ONE Y IS LAN D S WAMP INV=57.0 INV=58.3 W15 W15 BS1D1D5 D3BS3 D6 BS2 T 24’ BST ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ 150.00’ #09-0020 STRUCTURE BRIDGE WOODS WOODS WOODS WOODS 15 0 . 0 0 ’ 24’ BST NC 211 - GREEN SWAMP RDTO SUPPLY T HH INV.=51.29 INV.=51.55 4 8 " C M P 5 6 5 T 24’ BST ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS BS1D1D5 D3BS3 BS4 D4 D6 D2 BS2 EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC #09-0020 STRUCTURE BRIDGE WOODS WOODS WOODS WOODS 1 2 BM#1 15 0 . 0 0 ’ 24’ BST NC 211 - GREEN SWAMP RD TO SUPPLY T HH INV.=51.55 55 555555 5 5 5 5 5 5 510152 0 2 5 3 0 3 5 4 0 4 5 5 0 5 0 5 0 55 55 55 5 5 55 55 55 55 5555 55 5 5 55 5 5 55 5 5 55 5 5 5 5 555555 5 5 5 5 5 5 55 55 55 5 5 55 5 5 5 5 5 5 55 55 5 5 55 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 60 60 60 60 60 60 60 60 60 60 60 6 0 60 60 60 60 5 0 5 0 5 5 .06 . 0 5 . 0 4 . 0 4 . 0 2 . 0 3 . 0 5 . 0 6 TYP. 25.75’ TYP.26.00’ .0 5 .05 .04 .03 .02 .01 TYP.26.00’ . 0 6 . 0 2 . 0 6 . 0 2 +89.95 4 SHEET 4 OF 17 PERMIT DRAWING CLEARING DENOTES MECHANIZED* * * * ** * ** * * WETLAND DENOTES FILL INFF 090016 & 090020 PROP. POWER POLE 1"=50’ SCALE MECHANIZED CLEARING WETLANDS FILL IN HAND CLEARING HC HC CLEARING DENOTES HAND FILL IN WETLANDS FILL IN WETLANDS TEMPORARY SHORING EXIST. POWER POLE-RT. FROM AERIAL UTILITIES EXISTING IMPACTS MECHANIZED CLEARING IN WETLANDS TEMPORARY FILL HAND CLEARING IN WETLANDS TEMPORARY FILL HAND CLEARING F F FILL IN WETLAND DENOTES TEMPORARY T T T T TYPE III TYPE III TYPE III 15" RCP-IV F F PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 8 / 1 7 / 9 9 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ p s h 0 4 _ C O N . d g n d e f a u l t SHEET NO.PROJECT REFERENCE NO. 60 70 50 40 NAD 83 (CORS96) 80 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 30 60 70 50 80 STA. 31+00 SEE SHEET 5 M ATCHLINE -L- S E E S H E E T 5 - L- S TA . 3 1+ 0 0 M A TC H LIN E ENGINEER ROADWAY DESIGN HYDRAULICS ENGINEER R/W SHEET NO. STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: EXCAVATION UNDERCUT GRAU-350 -L- STA. 19+70.00 BEGIN PROJECT TYPE III TYPE III TYPE III TYPE III -L- -L- GRAU-350 2 0 2 5 30 -L- PCC Sta. 26+84.30 -L- PC Sta. 21+38.42 -L- PT Sta. 30+33.28 RETA IN W/ 5 SY GEO FAB 1 TON CL B RIPRAP HW EXIST. 48" CSP 5LF COLLAR AND EXTEND 2GI TB 2GI TB 15" RCP-IV 15" RCP-IV F F F F F F F F F F F F F F F F F F F F F PI = 21+50.00 EL = 61.10’ (+)0.3606%(+)1.2088% VC = 170’ K = 200 PI = 25+55.00 EL = 66.00’ VC = 340’ K = 116 PI = 29+25.00 EL = 59.67’ (-)1.7105%(+)1.3603% VC = 360’ K = 117 EL = 60.46’ -L- STA 19+70.00 BEGIN GRADE V = 70mph V = 55mph V = 55mph HP Sta.= 25+25.78 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 STR #090020 Sta. 26+27.50 -L- NWS SURVEY = 5/7/12 52.8’ NWS NORMAL WATER SURFACE ELEV = 52.8 FT 57.0’ 100-YR. -L- STA. 25+85.00 BEGIN BRIDGE #090020 -L- STA. 26+70.02 END BRIDGE #090020 PROP. EL.=84.18’EXIST. EL.=84.18’ - RT. T HWF H O N E Y I S L A N D S W A M P H O N E Y I S L A N D S W A M P H O N E Y I S L A N D S W A M P H O N E Y I S L A N D S W A M P NEW HAND CLEARING NOT REQUIRED. EXISTING AERIAL UTILITY CORRIDOR. D1D2 D6 D5 D3 BS1BS2 #09-0016 STRUCTURE BRIDGE NCDOT GPS MON. 16-2 AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTON NC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC WOODS WOODS WOODS EXISTING R/W TT T C R/W MON EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R MON. CON N 4 4 4 0 ’0 9 " E 3 0 0 . 7 9 ’ N 4 4 4 0 ’0 9 " E 3 0 1. 4 4 ’ STATE OF NORTH CAROLINA FIRE TOWER NEW HAND CLEARING NOT REQUIRED. EXISTING AERIAL UTILITY CORRIDOR. D1D2 D6 D4 D5 D3 BS1BS2 BS3BS4 AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTONNC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T #09-0016 STRUCTURE BRIDGE WOODS WOODS WOODS NCDOT GPS MON. 16-3NCDOT GPS MON. 16-2 EXISTING R/W TT T C EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R 5 0 55 55 55 5 5 55 5 5 50 5 0 5 5 55 55 55 55 55 5 5 5 5 55 55 55 55 55 55 55 55 5 5 55 55 5 5 55 55 5 5 5 5 555 555 5 5 55 5555 55 55 55555555 55 60 60 60 606060606060 60 60 60 60 . 0 1 . 0 0 . 0 1 . 0 2 .0 0 . 0 1 .0 2 . 0 2 . 0 3 . 0 4 . 0 4 . 0 3 . 0 2 . 0 1 . 0 0 . 0 1 . 0 2 . 0 3 . 0 4 TYP.26.25’ TYP. 26.25’ .0 4 .0 3 . 0 2 .0 1 . 0 0 . 0 1 . 0 2 + 2 4 . 6 9 TYP. 26.25’ + 0 8 . 2 3 5090016&20 SHEET 5 OF 17 PERMIT DRAWING EXIST. POWER POLE-RT. EXIST. POWER POLE-LT. EXIST. POWER POLE - LT 1"=50’ SCALE CLEARING DENOTES MECHANIZED* * * * ** * ** * * WETLAND DENOTES FILL INFF HC HC CLEARING DENOTES HAND HERBACEOUS WETLANDSDENOTES RESTOREDHERBACEOUS WETLANDSWETLAND CONVERTED TO DENOTES FORESTED MECHANIZED CLEARING HAND CLEARING FILL IN WETLANDS PROP. PERM. POWER POLE - LT MECHANIZED CLEARING WETLANDS FILL IN TEMPORARY SHORING FROM AERIAL UTILITIES EXISTING IMPACTS DITCH TEMPORARY TEMPORARY PIPE F F FILL IN WETLAND DENOTES TEMPORARY T T -L- TYPE-III TYPE-III TYPE-III TYPE-III TB 2GI R C P - IV 1 5 " 15" RCPF F 8 / 1 7 / 9 9 SHEET NO.PROJECT REFERENCE NO. N A D 83 ( C O RS96) S TA . 3 1+ 0 0 S E E S H E E T 4 M A TC H LIN E - L- PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ p s h 0 5 _ C O N . d g n d e f a u l t 60 70 50 40 80 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 30 60 70 50 80 RR SPIKE SET IN 15" OAK -L- STA. 34+03.82 75.58’ LT. BM#2 EL = 56.24’ SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE 090016 31+00 S EE S H E E T 4 - L- S TA . 3 1+ 0 0 M A TC H LIN E ENGINEER ROADWAY DESIGN R/W SHEET NO. HYDRAULICS ENGINEER 42+00 43+00 STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: PAVEMENT REMOVAL SUB-BASE IS TO BE LEFT IN PLACE. ONLY PAVEMENT IS TO BE REMOVED * NOTE: STA. 37+25.00 TO 38+00.00 LT. EXCAVATION UNDERCUT GRAU-350 GRAU-350 -L- STA. 44+75.00 END PROJECT -L- TYPE-III TYPE-III TYPE-III TYPE-III 3 5 4 0 4 5 P O T S t a . 4 6 + 18 .2 9 -L- PC Sta. 36+47.19 -L- PRC Sta. 39+99.60 -L- PT Sta. 43+43.23 SEE DETAIL A HOLE PREFORMED SCOUR TB 2GI -L- 32+74.09 HP -L- 37+56.82 LP -L- 41+66.81 HP TB 2GI W/ 5 SY GEO FAB 1 TON CL B RIP RAP W/ 5 SY FIL FAB 1 TON CL B RIP RAP Flatter4:1 or D 4: 1 ( Not to Scale) DETAIL B Min. D=0.5 Ft. Ground Natural Slope Ditch Front PREFORMED SCOUR HOLE DETAIL A -L- STA. 34+02 RT W=4.0 Ft. D=1.0 Ft. B=3.75 Ft. not shown for clarity) (Rip Rap in basin GROUND NATURAL Outlet Pipe or Ditch Scour Hole (PSH) Square Preformed WITH GEOTEXTILE FABRIC LINER: CLASS B RIPRAP D PSRM MIN. 1’ TUCK WITH NATURAL GROUND INSTALL LEVEL AND FLUSH AA W PLAN VIEW SECTION A-A (4’min typ.) Permanent Soil Reinforcement matting (PSRM) Seed with native grasses at installation. *NOT TO SCALE B FI LL S LOP E 2:12: 1 PIPE (d = 15" OR 18") INFLOW 3/08 SPECIAL CUT DITCH Q5=0.4cfs, V=0.3fps, S=0.30% FROM -L- STA. 38+50 TO 39+50 LT; Q5=1.1cfs, V=0.5fps, S=0.81% FROM -L- STA. 36+10 TO 37+50 LT; SEE DETAIL B SPECIAL CUT DITCH SEE DETAIL B SPECIAL CUT DITCH RC P - IV 15 " 15" RCP SEE DETAIL C SP. LAT. V DITCH ( Not to Scale) SPECIAL LATERAL ’V’ DITCH 3: 1 D Q5=1.4cfs, V=1.1fps, S=0.24% FROM -L- STA. 40+50 TO STA. 45+00 LT Min. D= 1.0Ft. DETAIL C Ground Natural Flatter3:1 or Slope Fill RETAIN F F F F F F F F F C F C F C C C F C C C F F F F F F F PI = 32+80.00 EL = 64.50’ (+)1.3603% (-)1.4613% VC = 330’ K = 117 EL = 60.14’ -L- STA 44+75.00 END GRADE V = 55mph V = 55mph HP Sta.= 32+74.09 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 NORMAL WATER SURFACE ELEV = 52.8 FT NWS SURVEY = 5/7/12 STR #090016 Sta. 33+40 -L- -L- STA. 33+00.00 BEGIN BRIDGE #090016 -L- STA. 33+80.00 END BRIDGE #090016 PI = 37+15.00 EL = 58.14’ VC = 260’ K = 118 (+)0.7500% V = 55mph PI = 41+25.00 EL = 61.22’ (+)0.7500%(-)0.3077% VC = 200’ K = 189 57.0’ 100-YR. PROP. EL.=84.18’ 52.8’ NWS EXIST. EL.=79.18’ - LT.EXIST. EL.=79.18’-LT. W/ 5 SY FIL FAB 1 TON CL B RIPRAP 504T GRADE TO DRAIN GRADE TO DRAIN OR PLUG AND FILL WITH FLOWABLE FILL REMOVE TEMPORARY PIPE @ STA. 36+80 UPON SHIFTING OF TRAFFIC TO NEW ALIGNMENT, 12 " RC P - IV GRADE TO DRAIN GRADE TO DRAIN H O N E Y IS LA N D S WA M P H O N E Y IS LA N D S WA M P H ONE Y IS LAN D S WAMP H ONE Y IS LAN D S WAMP INV=57.0 INV=58.3 SHEET 6 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 1 0 / 3 1 / 2 0 1 4 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ WE T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 40 40 19+50.00 45 45 50 50 55 55 60 60 65 65 40 40 20+00.00 45 45 50 50 55 55 60 60 65 65 40 40 20+50.00 45 45 50 50 55 55 60 60 65 65 40 40 21+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 21+50.00 X-1090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT STA. 19+70.00 BEGIN PROJECT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 60.41 WETLANDS WETLANDS 60.32 S.S. 60.14 0.060 0.020 2:1 S.S. 56.43 EXIST. ROW WETLANDS EXIST. ROW WETLANDS 60.27 S.S. 57.06 0.054 0.020 3:1 S.S. 57.46 EXIST. ROW WETLANDS EXIST. ROW WETLANDS 2: 1 60.27 S.S. 56.17 0.040 0.025 EXIST. ROW WETLANDS EXIST. ROW WETLANDS 2: 13:1 S.S. 58.65 1 :1 60.22 S.S. 54.63 0.044 0.044 EXIST. ROW WETLANDS EXIST. ROW WETLANDS 2: 1 3:1 S.S. 58.95 1 :1 PROP. ROW SHEET 7 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 70 70 40 40 22+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 22+50.00 50 50 55 55 60 60 65 65 70 70 45 4523+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 23+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 24+00.00 X-2090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 59.87 S.S. 54.23 0.060 0.060 EXIST. ROW WETLANDS EXIST. ROW WETLANDS3:1 S.S. 59.61 2: 1 1 :1 PROP. ROW 58.90 S.S. 53.90 0.060 0.060 EXIST. ROW WETLANDS EXIST. ROW WETLANDS S.S. 60.34 3:1 2: 1 1 :1 PROP. ROW 57.32 S.S. 53.50 0.060 0.060 EXIST. ROW WETLANDS EXIST. ROW WETLANDS S.S. 60.52 3:1 2: 1 1 :1 PROP. ROW 55.90 EXIST. ROW WETLANDS 3:1 0.060 0.060 EXIST. ROW WETLANDS S.S. 60.60 2: 1 1 :1 PROP. ROW 55.45 0.060 0.060 3:1 S.S. 60.53 EXIST. ROW WETLANDS WETLANDS EXIST. ROW 2: 1 1 :1 PROP. ROW SHEET 8 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 70 70 40 40 24+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 25+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 25+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 26+00.00 55 55 60 60 65 65 70 70 50 5026+50.00 X-3090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT STA. 25+85.00 BEGIN BRIDGE 090020 STA. 26+70.02 END BRIDGE 090020 GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 55.61 0.060 0.060 3:1 S.S. 60.64 EXIST. ROW WETLANDS EXIST. ROW WETLANDS 1 :1 PROP. ROW2: 1 55.88 0.060 0.060 3:1 EXIST. ROW WETLANDS EXIST. ROW WETLANDS S.S. 60.74 2: 1 1 :1 PROP. ROW 54.25 0.060 0.060 S.S. 60.45 3:1 EXIST. ROW EXIST. ROW WETLANDS 2: 1 1 :1 PROP. ROW WETLANDS 54.74 0.060 0.060 EXIST. ROW WETLANDSEXIST. ROW WETLANDS PROP. ROW 1 :1 52.82 EXIST. ROW EXIST. ROW 0.060 0.0600.060 0.060 PROP. ROW WETLANDS WETLANDS SHEET 9 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 70 70 40 40 27+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 27+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 28+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 28+50.00 X-4090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 55.31 0.054 0.054 3:1 1 :1 2: 1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 54.81 0.050 0.0503:1 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 54.71 0.050 0.050 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 55.07 0.050 0.050 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 8% SHEET 10 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 70 70 40 4029+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 29+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 30+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 4030+50.00 X-5090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 55.23 0.050 0.050 1 :1 2: 1EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 8% 54.73 0.050 0.050 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 8% 55.84 0.046 0.046 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 54.80 0.026 0.026 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 SHEET 11 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 70 70 40 4031+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 4031+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 4032+00.00 45 45 50 50 55 55 60 60 65 65 70 70 40 40 32+50.00 X-6090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 55.08 0.020 0.008 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 54.77 0.020 0.012 1 :1 2: 1EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 55.32 0.020 0.020 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 56.12 0.020 0.020 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 3:1 SHEET 12 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 70 70 40 40 33+00.00 50 50 55 55 60 60 65 65 70 70 45 4533+50.00 45 45 50 50 55 55 60 60 65 65 70 70 40 4034+00.00 45 45 50 50 55 55 60 60 65 65 40 4034+50.00 45 45 50 50 55 55 60 60 65 65 40 4035+00.00 X-7090016 & 090020 -L- 5 10 EXCAVATION UNDERCUTSTA. 33+00.00 BEGIN BRIDGE 090016 STA. 33+80.00 END BRIDGE 090016 GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 56.01 0.020 0.020 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW 1 :1 52.43 0.020 0.020 EXIST. ROW EXIST. ROW WETLANDS PROP. ROW WETLANDS WETLANDS WETLANDS WETLANDS 55.43 0.020 0.020 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDSWETLANDS PROP. ROWWETLANDS WETLANDS 3:1 55.16 0.020 0.020 2: 1 1 :1 EXIST. ROW EXIST. ROW WETLANDSWETLANDS PROP. ROWWETLANDS WETLANDS 3:1 S.S. 54.94 0.020 0.0203:1 1 :1 2: 1 55.79 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW SHEET 13 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 45 45 50 50 55 55 60 60 65 65 40 4035+50.00 45 45 50 50 55 55 60 60 65 65 40 4036+00.00 55 55 60 60 65 65 50 5036+50.00 55 55 60 60 65 65 50 50 37+00.00 55 55 60 60 65 65 50 50 37+50.00 55 55 60 60 65 65 70 70 50 50 38+00.00 X-8090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL S.S. 54.42 0.020 0.0103:1 2: 1 1 :1 56.33 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW S.S. 54.91 0.020 0.011 S.S. 57.70 2: 1 1 :1 57.26 EXIST. ROW EXIST. ROW WETLANDS WETLANDS PROP. ROW10.28:1 3: 1 S.S. 55.93 0.026 0.026 57.19 EXIST. ROW EXIST. ROW WETLANDS PROP. ROW 58.31 56.39 3 :1 4:1 S.S. 59.81 3: 1 0.0400.040 S.S. 55.8456.69 EXIST. ROW EXIST. ROW PROP. ROW 57.71 56.80 5:1 S.S. 59.92 3 :1 3: 1 0.0400.040 S.S. 56.75 57.29 EXIST. ROW EXIST. ROW PROP. ROW 57.2056.99 6:1 S.S. 59.97 3 :1 3: 1 0.0400.040 S.S. 57.99 S.S. 59.98 58.48 EXIST. ROW EXIST. ROW PROP. ROW 57.86 3 :1 SHEET 14 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 55 55 60 60 65 65 50 50 38+50.00 55 55 60 60 65 65 50 50 39+00.00 55 55 60 60 65 65 50 50 39+50.00 60 60 65 65 55 5540+00.00 60 60 65 65 55 5540+50.00 60 60 65 65 55 5541+00.00 55 55 60 60 65 65 50 50 41+50.00 60 60 65 65 55 5542+00.00 X-9090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL 3: 1 0.0400.040 S.S. 58.55 S.S. 60.24 58.12 EXIST. ROW EXIST. ROW 57.49 6:13 :1 3: 1 0.0390.039 S.S. 58.12 S.S. 60.16 57.55 EXIST. ROW EXIST. ROW 57.34 6:13 :1 3: 1 0.0200.020 S.S. 58.0257.04 EXIST. ROW EXIST. ROW 59.11 57.19 58.88 S.S. 58.19 0.001 0.001 3: 1 58.97 EXIST. ROW EXIST. ROW 59.42 58.98 0.018 0.0183:1 3: 1 S.S. 58.32 S.S. 60.40 59.83 EXIST. ROW EXIST. ROW 0.037 0.037 S.S. 58.14 3:1 3: 1 S.S. 60.30 60.26 EXIST. ROW EXIST. ROW 3: 1 3:1 56.92 S.S. 58.07 0.0400.040 3 :13:1S.S. 57.57 60.26 EXIST. ROW EXIST. ROW 3: 1 3:1 57.04 0.040 0.040 3 :1 S.S. 58.63 S.S. 58.77 60.28 EXIST. ROW EXIST. ROW 5.3:1 3: 1 3:1 57.16 SHEET 15 OF 17 PERMIT DRAWING 00 00 1010 1010 2020 2020 3030 3030 4040 4040 5050 5050 6060 6060 7070 7070 8080 8080 9090 9090 100100 100100 110110 110110 120120 120120 130130 130130 140140 140140 150150 150150 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ P E R M I T S _ E n v i r o n m e n t a l \ D r a w i n g s \ 0 9 0 0 1 6 & 2 0 _ P E R _ x p l _ L _ W E T . d g n d e f a u l t 8 / 2 3 / 9 9 PROJ. REFERENCE NO.SHEET NO.0 60 60 65 65 55 5542+50.00 55 55 60 60 65 65 50 50 43+00.00 55 55 60 60 65 65 50 50 43+50.00 55 55 60 60 65 65 50 50 44+00.00 55 55 60 60 65 65 50 50 44+50.00 60 60 65 65 55 5545+00.00 X-10090016 & 090020 -L- 5 10 EXCAVATION UNDERCUT GREATER THAN 3:1 REPORT FOR CONSTRUCTION OF FILL SLOPES NOTE: SEE PROJECT JAN. 28, 2014 GEOTECHNICAL STA. 44+75.00 END BRIDGE 090016 0.040 3 :1 0.0403:1 S.S. 59.23 S.S. 58.60 60.30 EXIST. ROW EXIST. ROW 3: 1 3:1 57.28 0.040 3 :1 0.040 S.S. 58.29 S.S. 58.88 60.35 EXIST. ROW EXIST. ROWWETLANDSWETLANDS 6.57:1 3: 1 3:1 57.40 0.024 3 :1 0.024 S.S. 58.41 S.S. 58.61 60.24 EXIST. ROW EXIST. ROWWETLANDS 8:1 3: 1 3:1 57.52 3 :1 0.0053:1 S.S. 57.88 S.S. 57.88 60.18 0.020 EXIST. ROW EXIST. ROW WETLANDS 3: 1 3:1 57.64 0.020 3 :1 0.0143:1S.S. 57.92 60.06 S.S. 59.012 EXIST. ROWEXIST. ROW WETLANDS 57.76 3:13: 1 60.10 EXIST. ROWEXIST. ROW WETLANDS NAMES AND ADDRESSES PARCEL NO.ADDRESSESNAMES PROPERTY OWNERS SHEET 16 OF 17 DIVISION OF HIGHWAYS NCDOT BRUNSWICK COUNTY BRIDGE NO. 16 & 20 OVER HONEY ISLAND SWAMP ON NC 211 (GREEN SWAMP RD.) PROJECT: 17BP.3.R.26 (090016 & 090020) 12/10/2013 16-1 RED MOUNTAIN TIMBER CO., LLC STATE OF NORTH CAROLINA Ha n d Ex i s t i n g E x i s t i n g Pe r m a n e n t E x i s t i n g T e m p o r a r y M e c h a n i z e d C l e a r i n g P e r m a n e n t T e m p . C h a n n e l C h a n n e l N a t u r a l Si t e S t a t i o n S t r u c t u r e F i l l I n A e r i a l F i l l i n C l e a r i n g i n S W S W I m p a c t s I m p a c t s S t r e a m No . ( F r o m / T o ) S i z e / T y p e W e t l a n d s I m p a c t s W e t l a n d s i n W e t l a n d s W e t l a n d s i m p a c t s i m p a c t s P e r m a n e n t T e m p . D e s i g n (a c ) ( a c ) ( a c ) ( a c ) ( a c ) * * ( a c ) ( a c ) ( f t ) ( f t ) ( f t ) 1 1 9 + 8 4 - 4 5 + 0 0 R o a d w a y 0 . 5 6 < 0 . 0 1 < 0 . 0 1 0 . 2 8 BR 0 2 0 & 0 1 6 B r i d g e s 0 . 0 1 0 . 0 5 * 2 1 + 0 0 - 3 6 + 0 0 R o a d w a y 0 . 2 3 0 . 1 6 < 0 . 0 1 TO T A L S : 0 . 7 9 < 0 . 0 1 0 . 1 7 0 . 3 3 * I m p a c t s i n W e t l a n d s d u e t o s l o u g h i n g d u r i n g u n d e r c u t o p e r a t i o n s ** 0 . 1 0 2 a c o f P r o p o s e d H a n d C l e a r i n g l i e s w i t h i n t h e f o o t p r i n t o f t h e c l e a r e d a r e a s o f t h e e x i s t i n g a e r i a l u t i l i t i e s AT N R e v i s e d 3 / 3 1 / 0 5 SH E E T 1 7 o f 1 7 1 0 / 2 9 / 2 0 1 4 BRUNSWICK COUNTY NC D E P A R T M E N T O F T R A N S P O R T A T I O N DI V I S I O N O F H I G H W A Y S WB S - 1 7 B P . 3 . R . 2 6 ( 0 9 0 0 1 6 & 0 2 0 ) W E T L A N D P E R M I T I M P A C T S U M M A R Y SU R F A C E W A T E R I M P A C T S WE T L A N D I M P A C T S MON. CON N 4 4 4 0 ’0 9 " E 3 0 0 . 7 9 ’ N 4 4 4 0 ’0 9 " E 3 0 1.4 4 ’ FIRE TOWER W15 60.7962.06 65.59 58.16 63.50 61.52 59.38 Final Phase Both Phases Clearing and Grubbing Phase STATE STATE PROJECT REFERENCE NO. STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION NO. TOTAL SHEETS N.C. SHEET 0 9 / 0 8 / 9 9 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ C A D D \ P S H \ 0 9 0 0 16 & 2 0 _ e c _ t i t l e s h t . d g n F k e y s C O N T R A C T : 17BP.3.R.26 C 2 0 2 9 4 2 PE, ROW, UTIL. & CONST. 17BP.3.R.26 0 0 0 PROFILE (HORIZONTAL) GRAPHIC SCALES PLANS PROFILE (VERTICAL) 0 00 50 25 50 100 50 25 50 100 10 5 10 20 ROADWAY DESIGN ENGINEER HYDRAULICS ENGINEER LEVEL III CERTIFICATION NUMBER EROSION AND SEDIMENT CONTROL DESIGN ENGINEER Michael T. Merritt, P.E. P.E. LETTING DATE: DIVISION OF HIGHWAYS PROJECT ENGINEER PROJECT DESIGN ENGINEER FOR CONTRACTOR : Michael T. Merritt, P.E. RIGHT OF WAY DATE: DESIGN - BUILD TEAM 1-888-521-4455 OR 919-878-9560 NC LICENSE NO. F-0112 RALEIGH, NORTH CAROLINA 27609 900 RIDGEFIELD DRIVE, SUITE 350 RUMMEL, KLEPPER & KAHL, LLP Corporation S. T. Wooten WILSON, NORTH CAROLINA 27894 3801 BLACK CREEK ROAD P.O. BOX 2408 S. T. WOOTEN CORPORATION Corporation S. T. Wooten WILSON, NORTH CAROLINA 27894 3801 BLACK CREEK ROAD P.O. BOX 2408 S. T. WOOTEN CORPORATION MARCH 29, 2012 MARCH 29, 2012 2012 STANDARD SPECIFICATIONS B. Keith Skinner, P.E. NCDOT CONTACT: Zak Hamidi, PE DESIGN BUILD PROJECT ENGINEER NATURAL RESOURCES DIVISION OF WATER QUALITY. ISSUED BY THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NCG-010000 GENERAL CONSTRUCTION PERMIT EFFECTIVE AUGUST 3, 2011 WITH THE REGULATIONS SET FORTH BY THE THESE EROSION AND SEDIMENT CONTROL PLANS COMPLY ENGINEER. NEED TO BE INSTALLED AS DIRECTED BY THE ADDITIONAL EROSION CONTROL DEVICES MAY REQUIRE PRIOR APPROVAL BY ENGINEER. NOTES: ANY DEVIATION FROM OPTIONS GIVEN WILL DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA PLAN FOR PROPOSED HIGHWAY EROSION CONTROL BRUNSWICK COUNTY LOCATION: EC-1 EROSION AND SEDIMENT CONTROL MEASURES Temporary Silt Ditch Temporary Silt Fence Silt Basin Type B Stilling Basin TDTemporary Diversion Temporary Rock Silt Check Type-B Temporary Rock Silt Check Type-A Temporary Rock Sediment Dam Type-A Temporary Rock Sediment Dam Type-B Type A Type B Type C A B C Temporary Silt Fence TSD Std. #Description Symbol Temporary Berms and Slope Drains Rock Inlet Sediment Trap: 1630.03 1630.05 1605.01 1622.01 1633.01 1634.01 1634.02 1635.01 1635.02 1630.04 1632.01 1632.02 1632.03 Rock Pipe Inlet Sediment Trap Type-A Rock Pipe Inlet Sediment Trap Type-B 1606.01 Special Sediment Control Fence Skimmer Basin Tiered Skimmer Basin Infiltration Basin Special Stilling Basin1630.06 Temporary Rock Silt Check Type-A with Matting and Polyacrylamide (PAM) Wattle/Coir Fiber Wattle Wattle/Coir Fiber Wattle with Polyacrylamide (PAM) 1630.02 1633.02 EW CFW CONSTRUCTION. GRUBBING PHASE OF FOR CLEARING AND EROSION CONTROL PLANS THIS PROJECT CONTAINS Temporary Rock Sediment Dam Type A Temporary Rock Sediment Dam Type B Temporary Silt Fence Roadway Standard Drawings The following roadway english standards as appear in "Roadway Standard Drawings"- Roadway Design revison thereto are applicable to this project and by reference hereby are considered a part of these plans. Rock Pipe Inlet Sediment Trap Type A 1634.01 1634.02 1635.01 1605.01 1630.01 Temporary Berms and Slope Drains 1606.01 1622.01 Special Sediment Control Fence Riser Basin 1635.02 Rock Pipe Inlet Sediment Trap Type B 1604.01 Railroad Erosion Control Detail 1607.01 Gravel Construction Entrance Unit - N. C. Department of Transportation - Raleigh, N. C., dated January 2012 and the latest 1630.05 Temporary Diversion 1630.04 Stilling Basin 1630.03 Temporary Silt Ditch 1630.02 Silt Basin Type B 1630.06 Special Stilling Basin 1631.01 Matting Installation 1632.02 1632.01 Rock Inlet Sediment Trap Type B Rock Inlet Sediment Trap Type A 1632.03 Rock Inlet Sediment Trap Type C 1633.01 1633.02 Temporary Rock Silt Check Type B Temporary Rock Silt Check Type A 1640.01 Coir Fiber Baffle 1645.01 Temporary Stream Crossing Audrey B. Burnette, P.E. Audrey B. Burnette, P.E. 3081 B R I D G E S 0 9 0 0 1 6 & 0 9 0 0 2 0 TYPE OF WORK: SWAMP ON NC 211 BRIDGE NOS. 090016 & 090020 OVER HONEY ISLAND RESURFACING GRADING, DRAINAGE, PAVING, STRUCTURES AND LOCATION: NSRS 2007 NAD 83/ 5 PLANS FOR SHEET RF-1. SEE WETLAND RESTORATION TO BOLTON 211 211 BRUNSWICK COUNTY RESURFACING GRADING, DRAINAGE, PAVING, STRUCTURES AND -L- STA. 19+70.00 BEGIN PROJECT TO SUPPLY PROJECT LENGTH DESIGN - BUILD TEAM 4 GREEN SWAMP ROAD -L- STA. 25+85.00 BEGIN BRIDGE -L- STA. 26+70.02 END BRIDGE -L- STA. 33+00.00 BEGIN BRIDGE -L- STA. 33+80.00 END BRIDGE BRIDGE NO. 090016 BRIDGE NO. 090020 H O N EY IS LA N D S W A M P H O N EY IS LA N D S W A M P OFFSET ON A REGIONAL ROUTE. * DESIGN EXCEPTION NEEDED FOR 4’ BRIDGE -L- STA. 44+75.00 END PROJECT SWAMP ON NC 211 BRIDGE NOS. 090016 & 090020 OVER HONEY ISLAND DATE: 10-23-2014 SUBMITTAL NO. S-204 ROADWAY RFC PLANS VICINITY MAP Island Honey Cl e ar Br a nc h 211 B R I D G E S 0 9 0 0 1 6 & 0 9 0 0 2 0 Airport Bear Pin 211 B runsw ick C ounty C olum bus C ounty Driving Creek Swamp Green S R 1 4 3 0 E x u m R d . SR 1431 Egypt Rd. Bridge Nos. 090016 & 090020 T 24’ BST ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 1 5 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC WOODS WOODS WOODS WOODS BM#1 15 0 . 0 0 ’ 24’ BST NC 211 - GREEN SWAMP RDTO SUPPLY H O N E Y I S L A N D S W A M P T H H 4 8 " C M P W15 T ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS BS1D1D5 D3BS3 BS4 D4 D6 D2 BS2 EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 1 5 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC #09-0020 STRUCTURE BRIDGE WOODS WOODS WOODS WOODS 1 2 BM#1 15 0 . 0 0 ’ H O N E Y I S L A N D S W A M P T H H 5101 52 0 2 5 3 0 3 5 4 0 4 5 5 0 5 0 5 0 55 55 55 5 5 55 55 55 5 5 5555 55 5 5 55 5 5 55 5 5 55 5 5 5 5 555555 5 5 5 5 5 5 55 55 55 5 5 55 5 5 5 5 5 5 55 5 5 5 5 55 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 60 60 60 60 60 60 60 60 60 60 60 6 0 60 60 60 60 .0 6 2 4 ’ 8:1 8:1 8:1 . 0 5 . 0 4 . 0 4 . 0 2 . 0 3 . 0 5 . 0 6 F- F 3 3’ P . S . 8 ’ P . S . 4 ’ TYP. 25.75’ TYP.26.00’ -L- POT STA. 25+85.00 BEGIN BRIDGE -L- POT STA. 26+70.02 END BRIDGE 2 4 ’ E X IS T AND ABUTMENTS REMOVE EXISTING BRIDGE P.S.8’ 24’ P.S.8’ .0 5 .05 .04 .03 .02 .01 TYP.26.00’ . 0 6 . 0 2 . 0 6 . 0 2 +89.95 20’ PROJECT REFERENCE NO. R/W SHEET NO. HYDRAULICS ENGINEER ROADWAY DESIGN ENGINEER SHEET NO. EC-4/CONST.4SF-090016&20 TEMPORARY SHORING RE TA IN W/ 5 SY GEO FAB 1 TON CL B RIPRAP HW EXIST. 48" CSP 5LF COLLAR AND EXTEND 2GI TB 2GI TB 15" RCP-IV 15" RCP-IV T T PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ C A D D \ P S H \ 0 9 0 0 1 6 & 2 0 _ E C _ p s h 0 4 . d g n F k e y s 60 70 50 40 NAD 83 (CORS96) 80 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 30 60 70 50 80 STA. 31+00 SEE SHEET 5 M ATC HLINE -L- S E E S H E E T 5 - L- S T A . 3 1 + 0 0 M A T C H LI N E ENGINEER ROADWAY DESIGN HYDRAULICS ENGINEER R/W SHEET NO. STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: EXCAVATION UNDERCUT GRAU-350 -L- STA. 19+70.00 BEGIN PROJECT TYPE III TYPE III TYPE III TYPE III -L- -L- GRAU-350 2 0 2 5 30 -L- PCC Sta. 26+84.30 -L- PC Sta. 21+38.42 -L- PT Sta. 30+33.28 +30.00 0401 0402 RE TA IN W/ 5 SY GEO FAB 1 TON CL B RIPRAP 0403 HW 62.28 NOTE: COLLAR AND EXTEND EXISTING 48" CSP AT -L- STA. 20+13.5 LT, AS NEEDED (HEADWALL REQUIRED) EXIST. 48" CSP 5LF COLLAR AND EXTEND 2GI TB 2GI TB 15" RCP-IV 15" RCP-IV F F F F F F F F F F F F F F F F F F F F F PI = 21+50.00 EL = 61.10’ (+)0.3606%(+)1.2088% VC = 170’ K = 200 PI = 25+55.00 EL = 66.00’ VC = 340’ K = 116 PI = 29+25.00 EL = 59.67’ (-)1.7105% (+)1.3603% VC = 360’ K = 117 EL = 60.46’ -L- STA 19+70.00 BEGIN GRADE V = 70mph V = 55mph V = 55mph HP Sta.= 25+25.78 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 STR #090020 Sta. 26+27.50 -L- NWS SURVEY = 5/7/12 52.8’ NWS NORMAL WATER SURFACE ELEV = 52.8 FT 57.0’ 100-YR. -L- STA. 25+85.00 BEGIN BRIDGE #090020 -L- STA. 26+70.02 END BRIDGE #090020 60’ +33.28 60’ +84.30 EXIST. ROW +91.12 R = 1120 R = 2160 CONSTRUCTION SHEET 4 EROSION CONTROL FOR CLEARING AND GRUBBING RCP EXTENSION CONSTRUCTION SEQUENCE STA. 20+13 -L- 5. TIE ROADWAY EMBANKMENT TO NEW HEADWALL. 4. REMOVE IMPERVIOUS DIKES. 3. INSTALL APPROX. 20 FEET OF 48" RCP AND CONSTRUCT HEADWALL. COMPLETE PIPE EXTENSION IN ONE DAY. 2. USE PUMP AROUND OPERATIONS TO DEWATER CONSTRUCTION AREA. INSTALL SPECIAL STILLING BASINS AS SHOWN IN PLAN. 1. INSTALL IMPERVIOUS DIKES ON BOTH ENDS OF EXISTING 48" PIPE, AS SHOWN IN PLAN. FCW F C W FCWF C W FCW FCW FCW FCW FCW FCW FC W FCW FCW DIKE IMPERVIOUS DIKE IMPERVIOUS BASIN STILLING SPECIAL BASIN STILLING SPECIAL AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTON NC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T WOODS WOODS WOODS EXISTING R/W H O N E Y IS L A N D S WA M P TT T C R/W MON EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R MON. CON N 4 4 4 0 ’ 0 9 " E 3 0 0 . 7 9 ’ N 4 4 4 0 ’ 0 9 " E 3 0 1. 4 4 ’ FIRE TOWER STATE OF NORTH CAROLINA DB 2721 PG 1074 D1D2 D6 D4 D5 D3 BS1BS2 BS3BS4 AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTONNC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T #09-0016 STRUCTURE BRIDGE WOODS WOODS WOODS NCDOT GPS MON. 16-3NCDOT GPS MON. 16-2 EXISTING R/W H O N E Y IS L A N D S WA M P TT T C EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R 5 0 5 0 5 5 55 55 55 55 5 5 5 5 5 5 55 55 55 55 55 55 55 55 5 5 55 55 5 5 55 55 5 5 5 5 555 555 5 5 55 5555 55 55 55555555 55 60 60 60 606060606060 60 60 60 60 . 0 1 . 0 0 . 0 1 . 0 2 .0 0 . 0 1 . 0 2 . 0 2 . 0 3 . 0 4 . 0 4 . 0 3 . 0 2 . 0 1 . 0 0 . 0 1 . 0 2 . 0 3 . 0 4 TYP. 26.25’ TYP. 26.25’ . 0 4 . 0 3 . 0 2 . 0 1 . 0 0 . 0 1 . 0 2 + 2 4 . 6 9 TYP. 26.25’ + 0 8 . 2 3 PROJECT REFERENCE NO.SHEET NO. EC-5/CONST.5SF-090016&20 TEMPORARY SHORING TEMPORARY PIPE 0501 0502 SEE DETAIL A HOLE PREFORMED SCOUR TB 2GI TB 2GI 0503 W/ 5 SY GEO FAB 1 TON CL B RIP RAP W/ 5 SY FIL FAB 1 TON CL B RIP RAP Flatter4:1 or D 4: 1 ( Not to Scale) DETAIL B Min. D=0.5 Ft. Ground Natural Slope Ditch Front PREFORMED SCOUR HOLE DETAIL A -L- STA. 34+02 RT W=4.0 Ft. D=1.0 Ft. B=3.75 Ft. not shown for clarity) (Rip Rap in basin GROUND NATURAL Outlet Pipe or Ditch Scour Hole (PSH) Square Preformed WITH GEOTEXTILE FABRIC LINER: CLASS B RIPRAP D PSRM MIN. 1’ TUCK WITH NATURAL GROUND INSTALL LEVEL AND FLUSH AA W PLAN VIEW SECTION A-A (4’min typ.) Permanent Soil Reinforcement matting (PSRM) Seed with native grasses at installation. *NOT TO SCALE B FI L L S L O P E 2:1 2: 1 PIPE (d = 15" OR 18") INFLOW SPECIAL CUT DITCH Q5=0.4cfs, V=0.3fps, S=0.30% FROM -L- STA. 38+50 TO 39+50 LT; Q5=1.1cfs, V=0.5fps, S=0.81% FROM -L- STA. 36+10 TO 37+50 LT; SEE DETAIL B SPECIAL CUT DITCH SEE DETAIL B SPECIAL CUT DITCH R C P - IV 15 " 15" RCP SEE DETAIL C SP. LAT. V DITCH ( Not to Scale) SPECIAL LATERAL ’V’ DITCH 3: 1 D Q5=1.4cfs, V=1.1fps, S=0.24% FROM -L- STA. 40+50 TO STA. 45+00 LT Min. D= 1.0Ft. DETAIL C Ground Natural Flatter3:1 or Slope Fill RETAIN W/ 5 SY FIL FAB 1 TON CL B RIPRAP INV=57.0 504T GRADE TO DRAIN GRADE TO DRAIN INV=58.3 OR PLUG AND FILL WITH FLOWABLE FILL REMOVE TEMPORARY PIPE @ STA. 36+80 UPON SHIFTING OF TRAFFIC TO NEW ALIGNMENT, 12 " R C P - IV GRADE TO DRAIN GRADE TO DRAIN N A D 83 ( C O RS96) S T A . 3 1 + 0 0 S E E S H E E T 4 M A T C H LI N E - L- PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ C A D D \ P S H \ 0 9 0 0 1 6 & 2 0 _ E C _ p s h 0 5 . d g n F k e y s 60 70 50 40 80 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 30 60 70 50 80 31+00 S E E S H E E T 4 - L- S T A . 3 1 + 0 0 M A T C H LIN E ENGINEER ROADWAY DESIGN R/W SHEET NO. HYDRAULICS ENGINEER 42+00 43+00 STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: PAVEMENT REMOVAL SUB-BASE IS TO BE LEFT IN PLACE. ONLY PAVEMENT IS TO BE REMOVED * NOTE: STA. 37+25.00 TO 38+00.00 LT. EXCAVATION UNDERCUT GRAU-350 GRAU-350 -L- STA. 44+75.00 END PROJECT -L- TYPE-III TYPE-III TYPE-III TYPE-III 3 5 4 0 4 5 P O T S t a . 4 6 + 18 .2 9 -L- PC Sta. 36+47.19 -L- PRC Sta. 39+99.60 -L- PT Sta. 43+43.23 0501 0502 SEE DETAIL A HOLE PREFORMED SCOUR TB 2GI TB 2GI 0503 W/ 5 SY GEO FAB 1 TON CL B RIP RAP W/ 5 SY FIL FAB 1 TON CL B RIP RAP Flatter4:1 or D 4: 1 ( Not to Scale) DETAIL B Min. D=0.5 Ft. Ground Natural Slope Ditch Front PREFORMED SCOUR HOLE DETAIL A -L- STA. 34+02 RT W=4.0 Ft. D=1.0 Ft. B=3.75 Ft. not shown for clarity) (Rip Rap in basin GROUND NATURAL Outlet Pipe or Ditch Scour Hole (PSH) Square Preformed WITH GEOTEXTILE FABRIC LINER: CLASS B RIPRAP D PSRM MIN. 1’ TUCK WITH NATURAL GROUND INSTALL LEVEL AND FLUSH AA W PLAN VIEW SECTION A-A (4’min typ.) Permanent Soil Reinforcement matting (PSRM) Seed with native grasses at installation. *NOT TO SCALE B FI L L S L O P E 2:1 2: 1 PIPE (d = 15" OR 18") INFLOW 3/08 SPECIAL CUT DITCH Q5=0.4cfs, V=0.3fps, S=0.30% FROM -L- STA. 38+50 TO 39+50 LT; Q5=1.1cfs, V=0.5fps, S=0.81% FROM -L- STA. 36+10 TO 37+50 LT; SEE DETAIL B SPECIAL CUT DITCH SEE DETAIL B SPECIAL CUT DITCH R C P - IV 15 " 15" RCP SEE DETAIL C SP. LAT. V DITCH ( Not to Scale) SPECIAL LATERAL ’V’ DITCH 3: 1 D Q5=1.4cfs, V=1.1fps, S=0.24% FROM -L- STA. 40+50 TO STA. 45+00 LT Min. D= 1.0Ft. DETAIL C Ground Natural Flatter3:1 or Slope Fill RETAIN F F F F F F F F F C F C F C C C F C C C F F F F F F F PI = 32+80.00 EL = 64.50’ (+)1.3603% (-)1.4613% VC = 330’ K = 117 EL = 60.14’ -L- STA 44+75.00 END GRADE V = 55mph V = 55mph HP Sta.= 32+74.09 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 NORMAL WATER SURFACE ELEV = 52.8 FT NWS SURVEY = 5/7/12 STR #090016 Sta. 33+40 -L- -L- STA. 33+00.00 BEGIN BRIDGE #090016 -L- STA. 33+80.00 END BRIDGE #090016 PI = 37+15.00 EL = 58.14’ VC = 260’ K = 118 (+)0.7500% V = 55mph PI = 41+25.00 EL = 61.22’ (+)0.7500%(-)0.3077% VC = 200’ K = 189 57.0’ 100-YR. PROP. EL.=84.18’ 52.8’ NWS EXIST. EL.=79.18’ - LT.EXIST. EL.=79.18’-LT. CONSTRUCTION SHEET 5 EROSION CONTROL FOR CLEARING AND GRUBBING FCWF C W FCW FCWFCW W FCW FCW B FCW FCW FCW F C W FCWFCW FC W T 24’ BST ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 1 5 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC WOODS WOODS WOODS WOODS BM#1 15 0 . 0 0 ’ 24’ BST NC 211 - GREEN SWAMP RDTO SUPPLY H O N E Y I S L A N D S W A M P T H H INV.=51.29 INV.=51.55 4 8 " C M P 16-1 16-2 5 6 5 W15 T ELEV=84.18’ LOW POINT AERIAL LINE AERIAL LINE WOODS WOODS BS1D1D5 D3BS3 BS4 D4 D6 D2 BS2 EXISTING R/W EXISTING R/W EXISTING R/W EXISTING R/W 1 5 0 . 0 0 ’ 150.00’ STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC #09-0020 STRUCTURE BRIDGE WOODS WOODS WOODS WOODS 1 2 BM#1 15 0 . 0 0 ’ H O N E Y I S L A N D S W A M P T H H .0 6 . 0 5 . 0 4 . 0 4 . 0 2 . 0 3 . 0 5 . 0 6 TYP. 25.75’ TYP.26.00’ .0 5 .05 .04 .03 .02 .01 TYP.26.00’ . 0 6 . 0 2 . 0 6 . 0 2 +89.95 PROJECT REFERENCE NO. R/W SHEET NO. HYDRAULICS ENGINEER ROADWAY DESIGN ENGINEER SHEET NO. EC-6/CONST.4SF-090016&20 TEMPORARY SHORING 0401 0402 RE TA IN W/ 5 SY GEO FAB 1 TON CL B RIPRAP 0403 HW EXIST. 48" CSP 5LF COLLAR AND EXTEND 2GI TB 2GI TB 15" RCP-IV 15" RCP-IV PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ C A D D \ P S H \ 0 9 0 0 1 6 & 2 0 _ E C _ p s h 0 6 . d g n F k e y s 60 70 50 40 NAD 83 (CORS96) 80 18+00 19+00 20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 30 60 70 50 80 STA. 31+00 SEE SHEET 5 M ATC HLINE -L- S E E S H E E T 5 - L- S T A . 3 1 + 0 0 M A T C H LI N E ENGINEER ROADWAY DESIGN HYDRAULICS ENGINEER R/W SHEET NO. STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: EXCAVATION UNDERCUT GRAU-350 -L- STA. 19+70.00 BEGIN PROJECT TYPE III TYPE III TYPE III TYPE III -L- -L- GRAU-350 2 0 2 5 30 -L- PCC Sta. 26+84.30 -L- PC Sta. 21+38.42 -L- PT Sta. 30+33.28 0401 0402 RE TA IN W/ 5 SY GEO FAB 1 TON CL B RIPRAP 0403 HW EXIST. 48" CSP 5LF COLLAR AND EXTEND 2GI TB 2GI TB 15" RCP-IV 15" RCP-IV F F F F F F F F F F F F F F F F F F F F F PI = 21+50.00 EL = 61.10’ (+)0.3606%(+)1.2088% VC = 170’ K = 200 PI = 25+55.00 EL = 66.00’ VC = 340’ K = 116 PI = 29+25.00 EL = 59.67’ (-)1.7105% (+)1.3603% VC = 360’ K = 117 EL = 60.46’ -L- STA 19+70.00 BEGIN GRADE V = 70mph V = 55mph V = 55mph HP Sta.= 25+25.78 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 STR #090020 Sta. 26+27.50 -L- NWS SURVEY = 5/7/12 52.8’ NWS NORMAL WATER SURFACE ELEV = 52.8 FT 57.0’ 100-YR. -L- STA. 25+85.00 BEGIN BRIDGE #090020 -L- STA. 26+70.02 END BRIDGE #090020 PROP. EL.=84.18’EXIST. EL.=84.18’ - RT. C FCW F C W FCWF C W FCW FCW FCW C FCW FCW FCW FC W FCW FCW AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTON NC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T STATE OF NORTH CAROLINA RED MOUNTAIN TIMBERCO I LLC WOODS WOODS WOODS EXISTING R/W H O N E Y IS L A N D S WA M P TT T C R/W MON EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R MON. CON N 4 4 4 0 ’ 0 9 " E 3 0 0 . 7 9 ’ N 4 4 4 0 ’ 0 9 " E 3 0 1. 4 4 ’ STATE OF NORTH CAROLINA FIRE TOWER STATE OF NORTH CAROLINA DB 2721 PG 1074 D1D2 D6 D4 D5 D3 BS1BS2 BS3BS4 AERIAL LINE ELEV=79.18’ LOW POINT AERIAL LINE TO BOLTONNC 211 - GREEN SWAMP RD 23’ BST WOODS EXISTING R/W EXISTING R/W EXISTING R/W 15 0 . 0 0 ’ T #09-0016 STRUCTURE BRIDGE WOODS WOODS WOODS NCDOT GPS MON. 16-3NCDOT GPS MON. 16-2 EXISTING R/W H O N E Y IS L A N D S WA M P TT T C EXISTING R/W EXISTING R/W 30" RCP 15" RCP 15" RCP WOODS WOODS WOODS WOODS S OIL G R. 0 1 . 0 0 . 0 1 . 0 2 .0 0 . 0 1 . 0 2 . 0 2 . 0 3 . 0 4 . 0 4 . 0 3 . 0 2 . 0 1 . 0 0 . 0 1 . 0 2 . 0 3 . 0 4 TYP. 26.25’ TYP. 26.25’ . 0 4 . 0 3 . 0 2 . 0 1 . 0 0 . 0 1 . 0 2 + 2 4 . 6 9 TYP. 26.25’ + 0 8 . 2 3 PROJECT REFERENCE NO.SHEET NO. EC-7/CONST.5SF-090016&20 D TEMPORARY SHORING D TEMPORARY PIPE 0501 0502 SEE DETAIL A HOLE PREFORMED SCOUR TB 2GI TB 2GI 0503 W/ 5 SY GEO FAB 1 TON CL B RIP RAP W/ 5 SY FIL FAB 1 TON CL B RIP RAP Flatter4:1 or D 4: 1 ( Not to Scale) DETAIL B Min. D=0.5 Ft. Ground Natural Slope Ditch Front PREFORMED SCOUR HOLE DETAIL A -L- STA. 34+02 RT W=4.0 Ft. D=1.0 Ft. B=3.75 Ft. not shown for clarity) (Rip Rap in basin GROUND NATURAL Outlet Pipe or Ditch Scour Hole (PSH) Square Preformed WITH GEOTEXTILE FABRIC LINER: CLASS B RIPRAP D PSRM MIN. 1’ TUCK WITH NATURAL GROUND INSTALL LEVEL AND FLUSH AA W PLAN VIEW SECTION A-A (4’min typ.) Permanent Soil Reinforcement matting (PSRM) Seed with native grasses at installation. *NOT TO SCALE B FI L L S L O P E 2:1 2: 1 PIPE (d = 15" OR 18") INFLOW SPECIAL CUT DITCH Q5=0.4cfs, V=0.3fps, S=0.30% FROM -L- STA. 38+50 TO 39+50 LT; Q5=1.1cfs, V=0.5fps, S=0.81% FROM -L- STA. 36+10 TO 37+50 LT; SEE DETAIL B SPECIAL CUT DITCH SEE DETAIL B SPECIAL CUT DITCH R C P - IV 15 " 15" RCP SEE DETAIL C SP. LAT. V DITCH ( Not to Scale) SPECIAL LATERAL ’V’ DITCH 3: 1 D Q5=1.4cfs, V=1.1fps, S=0.24% FROM -L- STA. 40+50 TO STA. 45+00 LT Min. D= 1.0Ft. DETAIL C Ground Natural Flatter3:1 or Slope Fill RETAIN W/ 5 SY FIL FAB 1 TON CL B RIPRAP INV=57.0 504T GRADE TO DRAIN GRADE TO DRAIN INV=58.3 OR PLUG AND FILL WITH FLOWABLE FILL REMOVE TEMPORARY PIPE @ STA. 36+80 UPON SHIFTING OF TRAFFIC TO NEW ALIGNMENT, 12 " R C P - IV GRADE TO DRAIN GRADE TO DRAIN N A D 83 ( C O RS96) S T A . 3 1 + 0 0 S E E S H E E T 4 M A T C H LI N E - L- PLANS PREPARED BY : 900 RIDGEFIELD DRIVE SUITE 350 RALEIGH, NORTH CAROLINA 27609-3960 RUMMEL, KLEPPER & KAHL, LLP NC LICENSE NO. F-0112 (919) 878-9560 10 / 3 1/ 2 0 14 R : \ H y d r a u l i c s \ C A D D \ P S H \ 0 9 0 0 1 6 & 2 0 _ E C _ p s h 0 7 . d g n F k e y s 60 70 50 40 80 32+00 33+00 34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 30 60 70 50 80 31+00 S E E S H E E T 4 - L- S T A . 3 1 + 0 0 M A T C H LIN E ENGINEER ROADWAY DESIGN R/W SHEET NO. HYDRAULICS ENGINEER 42+00 43+00 STA. 43+00.00 TO 44+75.00 STA. 19+70.00 TO 20+25.00 MILLING LIMITS: PAVEMENT REMOVAL SUB-BASE IS TO BE LEFT IN PLACE. ONLY PAVEMENT IS TO BE REMOVED * NOTE: STA. 37+25.00 TO 38+00.00 LT. EXCAVATION UNDERCUT GRAU-350 GRAU-350 -L- STA. 44+75.00 END PROJECT -L- TYPE-III TYPE-III TYPE-III TYPE-III 3 5 4 0 4 5 P O T S t a . 4 6 + 18 .2 9 -L- PC Sta. 36+47.19 -L- PRC Sta. 39+99.60 -L- PT Sta. 43+43.23 0501 0502 SEE DETAIL A HOLE PREFORMED SCOUR TB 2GI TB 2GI 0503 W/ 5 SY GEO FAB 1 TON CL B RIP RAP W/ 5 SY FIL FAB 1 TON CL B RIP RAP Flatter4:1 or D 4: 1 ( Not to Scale) DETAIL B Min. D=0.5 Ft. Ground Natural Slope Ditch Front PREFORMED SCOUR HOLE DETAIL A -L- STA. 34+02 RT W=4.0 Ft. D=1.0 Ft. B=3.75 Ft. not shown for clarity) (Rip Rap in basin GROUND NATURAL Outlet Pipe or Ditch Scour Hole (PSH) Square Preformed WITH GEOTEXTILE FABRIC LINER: CLASS B RIPRAP D PSRM MIN. 1’ TUCK WITH NATURAL GROUND INSTALL LEVEL AND FLUSH AA W PLAN VIEW SECTION A-A (4’min typ.) Permanent Soil Reinforcement matting (PSRM) Seed with native grasses at installation. *NOT TO SCALE B FI L L S L O P E 2:1 2: 1 PIPE (d = 15" OR 18") INFLOW 3/08 SPECIAL CUT DITCH Q5=0.4cfs, V=0.3fps, S=0.30% FROM -L- STA. 38+50 TO 39+50 LT; Q5=1.1cfs, V=0.5fps, S=0.81% FROM -L- STA. 36+10 TO 37+50 LT; SEE DETAIL B SPECIAL CUT DITCH SEE DETAIL B SPECIAL CUT DITCH R C P - IV 15 " 15" RCP SEE DETAIL C SP. LAT. V DITCH ( Not to Scale) SPECIAL LATERAL ’V’ DITCH 3: 1 D Q5=1.4cfs, V=1.1fps, S=0.24% FROM -L- STA. 40+50 TO STA. 45+00 LT Min. D= 1.0Ft. DETAIL C Ground Natural Flatter3:1 or Slope Fill RETAIN F F F F F F F F F C F C F C C C F C C C F F F F F F F PI = 32+80.00 EL = 64.50’ (+)1.3603% (-)1.4613% VC = 330’ K = 117 EL = 60.14’ -L- STA 44+75.00 END GRADE V = 55mph V = 55mph HP Sta.= 32+74.09 BRIDGE HYDRAULIC DATA DESIGN FREQUENCY DESIGN DISCHARGE DESIGN HW ELEVATION 100 YEAR DISCHARGE 100 YEAR FREQUENCY 100 YEAR HW ELEVATION OVERTOPPING FREQUENCY OVERTOPPING ELEVATION OVERTOPPING DISCHARGE = 4,300 = 500+ = 2,100 = 1,700 = 50 = 100 YRS CFS FT CFS FT YRS CFS FT YRS = 56.5 = 57.0 = 59.0 NORMAL WATER SURFACE ELEV = 52.8 FT NWS SURVEY = 5/7/12 STR #090016 Sta. 33+40 -L- -L- STA. 33+00.00 BEGIN BRIDGE #090016 -L- STA. 33+80.00 END BRIDGE #090016 PI = 37+15.00 EL = 58.14’ VC = 260’ K = 118 (+)0.7500% V = 55mph PI = 41+25.00 EL = 61.22’ (+)0.7500%(-)0.3077% VC = 200’ K = 189 57.0’ 100-YR. PROP. EL.=84.18’ 52.8’ NWS EXIST. EL.=79.18’ - LT.EXIST. EL.=79.18’-LT. C C FCWF C W FCW FCWFCW W FCW FCW B FCW FCW FCW F C W FCWFCW F C WFC W HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. EC-2 ISOMETRIC VIEW SF-090016&20 A A MATERIAL FILL OF FILL TOE FILL SLOPE A A FENCE SILT GRADE ROAD WATTLE SILT FENCE 3 FT. 2 FT. 6" SILT FENCE POST POST SILT FENCE STAKE 2’ WOODEN 2" 10"-11" SIDE VIEW STAPLE 9 FT. VIEW FROM SLOPE DOWNSLOPE STAKE UPSLOPE STAKE SEE INSET A 12" WATTLE 12" WATTLE 1"-2" TRENCH INSET A SILT FENCE COIR FIBER WATTLE BREAK DETAIL STANDARD SPECIFICATIONS. INSTALL TEMPORARY SILT FENCE IN ACCORDANCE WITH SECTION 1605 OF THE WATTLE INSTALLATION CAN BE ON OUTSIDE OF THE SILT FENCE AS DIRECTED. WATTLE AND AT EACH END TO SECURE IT TO THE SOIL. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF U SHAPE NOT LESS THAN 12" IN LENGTH. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A ANGLE TO WEDGE WATTLE TO GROUND. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION. DO NOT PLACE WATTLE ON TOE OF SLOPE. EXCAVATE A 1 TO 2 INCH TRENCH FOR WATTLE TO BE PLACED. LENGTH OF 10 FT. USE MINIMUM 12 IN. DIAMETER COIR FIBER (COCONUT FIBER) WATTLE AND NOTES: HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. SF-090016&20 EC-2A NATURAL GROUND NATURAL GROUND FLOW 2’(MAX.) CROSS SECTION CROSS SECTION TRAPEZOIDAL DITCH VEE DITCH EDGE OF PAVEMENT ISOMETRIC VIEW PAVEMENT SHLD. SLOPE BACK SLOPEDITCH STAKE 2’ UPSLOPE MATTING STAKE 2’ DOWNSLOPE STAKE 2’ UPSLOPE MATTING STAKE 2’ DOWNSLOPE TOP VIEW 6’(MIN.) 12"(MIN.) STAKE UPSLOPE STAKE DOWNSLOPE MATTING MATTING See Inset C INSET C See Inset B INSET B STAPLES VAR. 2’(MIN.) 2 IN. See Inset A INSET A STAKES PAM PAM (1 OZ.) (1 OZ.) COIR FIBER WATTLE WITH POLYACRYLAMIDE (PAM) DETAIL PAM AFTER EVERY RAINFALL EVENT THAT IS EQUAL TO OR EXCEEDS 0.50 IN. WATER WILL FLOW AND 1 OUNCE OF PAM ON MATTING ON EACH SIDE OF WATTLE. REAPPLY INITIALLY APPLY 2 OUNCES OF ANIONIC OR NEUTRALLY CHARGED PAM OVER WATTLE WHERE TO BE APPLIED TO EACH WATTLE. LOCATION, AND FROM OFFSITE MATERIAL, AND ANALYZE FOR APPROPRIATE PAM FLOCCULANT PRIOR TO POLYACRYLAMIDE (PAM) APPLICATION, OBTAIN A SOIL SAMPLE FROM PROJECT INSTALL MATTING IN ACCORDANCE WITH SECTION 1631 OF THE STANDARD SPECIFICATIONS. AND AT EACH END TO SECURE IT TO THE SOIL. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON BOTH SIDES OF WATTLE U SHAPE NOT LESS THAN 12" IN LENGTH. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE FORMED INTO A TO WEDGE WATTLE TO BOTTOM OF DITCH. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE STAKES AT AN ANGLE WATTLE AND SCOUR DITCH SLOPES AND AS DIRECTED. ONLY INSTALL WATTLE(S) TO A HEIGHT IN DITCH SO FLOW WILL NOT WASH AROUND USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL CROSS SECTION. USE MINIMUM 12 IN. DIAMETER COIR FIBER (COCONUT FIBER) WATTLE. NOTES: COIR FIBER WATTLE FLOW PAM (2 OZ.) PAM (1 OZ.) PAM (1 OZ.) HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER R/W SHEET NO. SHEET NO.PROJECT REFERENCE NO. ISOMETRIC VIEW SF-090016&20 A MATERIAL FILL OF FILL TOE A GRADE ROAD WATTLE 3 FT. 2 FT. 6" UPSLOPE STAKE FRONT VIEW STAKE 2’ WOODEN 2" 15"-16" TOP VIEW EC-2B DOWNSLOPE STAKE TOE OF FILL 18" WATTLE 18" WATTLESEE INSET A 2"-3" TRENCH INSET A FILL SLOPE COIR FIBER WATTLE BARRIER DETAIL FOR BREAKS ALONG LARGE SLOPES, USE MAXIMUM SPACING OF 20 FT. BOTH SIDES OF WATTLE AND AT EACH END TO SECURE IT TO THE SOIL. INSTALL STAPLES APPROXIMATELY EVERY 1 LINEAR FOOT ON FORMED INTO A U SHAPE NOT LESS THAN 12" IN LENGTH. PROVIDE STAPLES MADE OF 0.125 IN. DIAMETER STEEL WIRE STAKES AT AN ANGLE TO WEDGE WATTLE TO GROUND. INSTALL A MINIMUM OF 2 UPSLOPE STAKES AND 4 DOWNSLOPE CROSS SECTION. USE 2 FT. WOODEN STAKES WITH A 2 IN. BY 2 IN. NOMINAL DO NOT PLACE WATTLES ON TOE OF SLOPE. EXCAVATE A 2 TO 3 INCH TRENCH FOR WATTLE TO BE PLACED. WATTLE AND LENGTH OF 10 FT. USE MINIMUM 18 IN. NOMINAL DIAMETER COIR FIBER (COCONUT) NOTES: SHEET NO.PROJECT REFERENCE NO. DIVISION OF HIGHWAYS STATE OF NORTH CAROLINA HYDRAULICSROADWAY DESIGN ENGINEER ENGINEER SF-090016&20 SITE DESCRIPTION SOIL STABILIZATION TIMEFRAMES STABILIZATION TIME 7 DAYS TIMEFRAME EXCEPTIONS PERIMETER DIKES, SWALES, DITCHES AND SLOPES HIGH QUALITY WATER (HQW) ZONES 7 DAYS NONE SLOPES STEEPER THAN 3:1 7 DAYS IF SLOPES ARE 10’ OR LESS IN LENGTH AND ARE NOT STEEPER THAN 2:1, 14 DAYS ARE ALLOWED. NONE SLOPES 3:1 OR FLATTER 14 DAYS 14 DAYS 7 DAYS FOR SLOPES GREATER THAN 50’ IN LENGTH. ALL OTHER AREAS WITH SLOPES FLATTER THAN 4:1 NONE, EXCEPT FOR PERIMETERS AND HQW ZONES. EC-3