20070656 Ver 3_401 Application_20080508

Wt*J;t 67-?5LV3
Wetland and Natural Resource
Consultants, Inc.
May 16, 2008
To: NC Division of Water Quality
401 Wetlands Unit
Attn: Mr. Ian McMillan
2321 Crabtree Blvd., Suite 250
Raleigh, North Carolina 27604
o C_?O lJ
MAY 19 2008
Re: Road and Dam Upgrade Project DENR -)NArEriQUAUY
The Cliffs at High Carolina (+/-2100 acres) WETUwDSANDSTORMWATERBRAN04
Buncombe County, North Carolina
Ian:
Thank you for discussing this project with me on May 15, 2008 in your office. Based on
our discussions enclosed is a re-submittal of the 401 previously requested back in
February 2008. During a further phone conversation on May 16, 2008 you agreed with
the language we are using on the conceptual master plan for the lots that were
previously questioned as being buildable by your office. Please refer to the last three
paragraphs of this cover letter for additional information that was not included in the
previously submitted certification request that was withdrawn.
The attached Pre-Construction Notification (PCN) is being submitted on behalf of Mr.
Rob Weber of The Cliffs Communities. The Cliffs are currently upgrading an existing
road on approximately 2100 acres near Swannanoa in Buncombe County, North
Carolina and are seeking authorization under Nationwide Permit 29 for impacts
associated with the construction of two road crossings. These road crossings are a
stream at the entrance to the property (already installed) and a linear wetland at the
top of one of the drainages on site. There was 30' pipe at the entrance crossing and
120' was installed leaving 90' of new impact. At the wetland there is an existing 20'
pipe and the request is to replace, upgrade, and lengthen this existing pipe from 20' to
80'. The addition of 60' is needed because of the steeper topography at this crossing.
The upgraded road will require a wider surface area than the current road and will need
to be constructed with more gradual side slopes.
Canton Office
PO Box 882
Canton, NC 28716
828-648-8801
828-648-8802 Fax
This request also includes impacts at Tsuga Lake on the property in order to bring the
lake up to current NC Dam Safety standards. These impacts include 59' of stream
impact and 0.0377 acre of wetland impacts. See the enclosed report and drawing from
S&ME regarding the necessity for the dam impacts. There will be a new outlet
structure constructed at the lake. A cold water release will be incorporated with this
new structure. The pond does not currently have a cold water release structure so this
addition will improve downstream water quality. The existing outlet structure is
perched above the streambed by approximately 7'.
This PCN includes all stream and wetland impacts associated with this road and dam
upgrade project. The road upgrades are necessary to gain access across the site.
There will be no additional impacts from fill slopes, dissipaters, or bank stabilization
associated with the road and dam upgrade project. The road proposed for upgrading is
currently graveled and will remain a gravel road through at least early 2010. Eventually
this road will be paved. All necessary stormwater permits have been obtained through
Buncombe County. A copy of the erosion and sediment control permit is enclosed.
The Cliffs have constructed four bridges to avoid additional stream impacts associated
with this upgrade and maintenance project. Construction drawings of these bridges are
included for review. The construction of these bridges which cost approximately
$250,000 each to design and construct have avoided 240 to 320 linear feet of stream
impact.
Enclosed is a copy of a letter received from the DWQ Swannanoa office indicating that
we must include the impacts requested in this application in an Individual Permit
application for the project since eventual thresholds will exceed 300 linear feet. The
Corps has considered the road and dam upgrade project a single and complete project.
The Corps approval is enclosed for review. This project can be completed
independently of the eventual further site development and should be considered as
such. The Cliffs have agreed to mitigate for the proposed impacts through EEP. The
acceptance letters from EEP are enclosed for review.
There are four categories of lots included in the enclosed conceptual master plan.
Category 1 is lots that are buildable without further description. Category 2 is lots that
will require a bridged driveway crossing to access the buildable area within the lot.
Category 3 is lots that have a building envelope included to present the buildable area
with the lots. These lots that include building envelopes on the attached map have the
following buildable areas: lot 1 - .4 acre; lot 2 - .7 acre; lot 3 - 1.7 acres; lot 4 - 1 acre;
lot 5 - 1.9 acres; and lot 6 - .6 acre. Category 4 is lots that appear to require impacts.
These lots will not be developed unless the lot lines are reconfigured.
The following description should address the cumulative impact analysis that was
requested in the previous application. It is not anticipated that this project will result in
Canton Office
PO Box 882
Canton, NC 28716
828-648-8801
828-648-8802 Fax
The following description should address the cumulative impact analysis that was
requested in the previous application. It is not anticipated that this project will result in
additional impacts on the property surrounding this project. The majority of the
adjoining property is existing residential development. On the southern half of the
project (the Fairview side), there are two large tracts owned by land companies who
have no interest in selling their property. The northern half of the project (the
Swannanoa side) borders I-40 and the town of Swannanoa. Swannanoa is a fully self-
sustaining town with ample businesses and amenities to support the local population as
well as absorb the proposed development.
High Carolina will be a primarily second home development. As such the residents will
not require the municipal services such as schools necessitated by permanent residents.
Nor will it necessitate the amount of adjacent services that a permanent resident
population would. Asheville is also within minutes of the property and will serve the
project for both shopping and recreation.
Thank you for your help with this project.
Best regards,
Jennifer L. Robertson
Enclosures:
PCN
Agent Authorization
Vicinity Map
USGS Extent and Zoomed Maps
Tax Parcel Map
Aerial Photograph
Soil Survey Map
Aquatic Life Passage Provision Typical
Road Impact Maps (9)
Dam Safety Report from S&ME
Dam Impact Map from S&ME
Corps NW 29 Approval Letter
EEP Approval Letter
DWQ Swannanoa Office Application Letter
Construction Details for Bridges (4 sets)
Erosion Control Approval
Conceptual Impact Table
Conceptual Master Plan (Overall Project - 800' Scale)
Conceptual Master Plan (Sub-sheets - 100' Scale)
Canton Office
PO Box 882
Canton, NC 28716
828-648-8801
828-648-8802 Fax
Pre-Construction Notification
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NW 29
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: N
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details) F?? i
II. Applicant Information L=P fi? 9 Do
MAY 1 9 2008
1. Owner/Applicant Information DENR - WATER QUAUTY
Name: Mr. Rob Weber WETLANDS AND STORMWATER BRANCH
Mailing Address: The Cliffs Communities
3598 Highway 11
Travelers Rest SC 29690
Telephone Number: 864-371-1081 Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Jennifer Robertson
Company Affiliation: Wetland and Natural Resource Consultants
Mailing Address: Post Office Box 882
Canton North Carolina 28716
Telephone Number: 828-712-9205 Fax Number: 828-648-8802
E-mail Address: Jennifer. Robertsonaa,,wetland-consultants.com
Updated 11/1/2005
Page 1 of 9
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: High Carolina - Road and Dam Upgrade
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): See Attached Tax Parcel Map
4. Location
County: Buncombe Nearest Town: Swannanoa
Subdivision name (include phase/lot number): High Carolina
Directions to site (include road numbers/names, landmarks, etc.): From Asheville, take I-40
East to Exit 59. Turn right at top of exit ramp, take an immediate left onto New Valle
Entrance to High Carolina is immediately on the left. OR from Asheville, take I-240 East to
US Highway 74, continue on US Highway 74 and turn left onto Old Fort Road. Turn left
onto Spring Mountain Road and continue to the green gate.
Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.581506 ON 82.384495 °W
6. Property size (acres): +/- 2100 acres
7. Name of nearest receiving body of water: _ Swannanoa River and Rocky Fork
8. River Basin: French Broad River Basin
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at itip://112o.enr.state.tic.us/adniin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The majority of the site is wooded. There is an extensive
Updated 11/1/2005
Page 2 of 9
road network that allows for 4WD and ATV access around the site. The general land use in
the vicinity of the project is residential, industrial, commercial, and forested.
10. Describe the overall project in detail, including the type of equipment to be used: This
project involves the upgrading of an existing road and an existing dam. Typical construction
and earth-moving equipment will be utilized on site.
11. Explain the purpose of the proposed work: The purpose of the proposed work is to provide
access to the site and to make the existing dam safer. The dam does not currently meet dam
safely regulations. The upgrade of the existing wetland crossing will allow travel from one
side of the property to the other. The upgrade of the two existing road crossings and the dam
can be done independently of future site development. The . Corps has issued approval for
this project. A copy of the approval is enclosed. The Corps is considering this project a
single and complete project.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. A request for jurisdictional determination was submitted to the Corps
on September 13, 2006. On December 14, 2006, a visit was conducted with the Corps to look at
the main entrance off New Valley Road. A second site visit, to review the rest of the property
which only include the Swannanoa side, was conducted on January 9, 2007. A third site visit
was conducted on April 18, 2007 with the Corps, NC DWQ, and NC WRC to both the
Swannanoa and Fairview sides of the property. The parcels on the Fairview side had been
purchased at a later date.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Yes, The Cliffs at High Carolina is a 2,100 acre master-planned development. As such an
Individual Permit application will be submitted for review at a later date and will include all
anticipated impacts outside of the scope of this application.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
Updated 11/1/2005
Page 3 of 9
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: The impacts associated with
this project include the upgrade and extension of two culverts. Four bridges have been
constructed to date. This project also involves the upgrade and maintenance of an existing
pond to meet current dam safety standards.
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
( es/no) Distance to
Nearest
Stream
(linear feet) Area of
Impact
(acres)
5 Pipe upgrade & extend Linear vegetated No < 50' 0.014
7 Dam upgrade Created on dam slope No < 50' 0.038

Total Wetland Impact (acres) 0.052
3. List the total acreage (estimated) of all existing wetlands on the property: z 1.14 acres
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact Perennial or Average Impact Area of
Number Stream Name Type of Impact Intermittent? Stream Width Length Impact
(indicate on ma) Before Impact (linear feet) (acres)
1 UT to Swannanoa Pipe P 2' 90' 0.004
2 UT to Swannanoa Bridge (no impact) P 0' 0
3 UT to Swaunanoa Bridge (no impact) P 2' 0' 0
4 UT to Swannanoa Bridge ( no impact) P 5' 0' 0
6 UT to Licklog Bridge (no impact) P 6' 0' 0
Updated 11/1/2005
Page 4 of 9
8 Rocky Fork Pipe P 8' 59' 0.011
Total Stream Impact (by length and acreage) 0.015
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredging, flooding, drainage, bulkheads, etc.
Open Water Impact
Site Number
(indicate on ma) Name of Waterbody

(if applicable)
Type of Impact Type of Waterbody
(lake, pond, estuary, sound, bay,

ocean, etc.) Area of
Impact

(acres)
n/a

Total Open Water Impact (acres)
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.015
Wetland Impact (acres): 0.052
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.067
Total Stream Impact (linear feet): 149
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): no pond construction proposed
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): no pond construction proposed
Current land use in the vicinity of the pond: no pond construction proposed
Size of watershed draining to pond: see above Expected pond surface area: see above
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
Updated 11/1/2005
Page 5 of 9
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. Impacts on site have been
minimized to the maximum extent practicable. Four crossinas have utilized bridges and will
have no impacts on their respective streams. The old existing road alignment has been used as
much as possible to reduce impacts to streams, wetlands, and uplands.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o. enr. state.nc. us/ncwetiands/ strmgide.lltml.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Since it is anticipated that future development will require additional impacts the project
proponent has agreed to mitigate for the stream impacts associated with the two road
crossings and dam upgrades now.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
Updated 11/1/2005
Page 6 of 9
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://li2o.eiir.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): 591f cold and 901f cool
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact Multiplier Required
(square feet) Mitigation
1 3 (2 for Catawba)
Updated 11/1/2005
Page 7 of 9
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. The project will not exceed 20% impervious
surface. Buncombe County has adopted a Stormwater Ordinance pram. The Cliffs
Communities are obtaining stormwater approvals through Buncombe County.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
No wastewater treatment is proposed since the project will not generate M.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No Z
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No ?
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
httn://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description: This
project will not result in cumulative impacts which will affect water quality. The addition of a
cold water release on the existing pond that currently has a ton water release will have a positive
effect on downstream water quality.
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
Updated 11/1/2005
Page 8 of 9
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

February 27, 2008
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Updated 11/1/2005
Page 9 of 9
Agent Authorization
WM;t
Wetland and Natural Resource
Consultants Inc.`
Department of the Army
Wilmington District, Corps of Engineers
Attn: Ken Jolley, Chief Regulatory Division
PO Box 1890
Wilmington, North Carolina 28402-1890
-and-
NC Division of Wafter Quality
Attn: Cyndi Karoiy
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260
I, the current landowner of the property identified below, hereby authorize Wetland and Natural
Resource Consultants, Inc. to act on my behalf as my agent during the processing of permits to
impact Wetlands and Waters of the US that are regulated by the clean Water Act and the
Rivers and Harbors Act
Federal and State agents are authwIzed to be on said property when accompanied by Wedand
and Natural Resource Consultants, Inc. staff.
Weiland and Natural Resource Consultants, Inc. is authorized to provide supplemental
information needed far permit processing at the request of the Corps or DWQ.
Property Owner of Record: +
Address: 3 5'9 k !-ors k ?L, 4 Y d ^
Address- l fGter ?L'r?' !t L CS C [1cle 0
Address:
Phone Number: l t ,0is i
Property i.ocation:
Owners Signature:
Date: \../ fTHlq('0
Conton Off a NrwM office
PO 8cx 882 wnrinceom PO Box 234
Canton, NC 28716 Newton, NC 28658
828.648-8801 828465-3035
8284AS4 802 fax I 828-465-3050 Fax
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Date: 1/14/2008 Caption: The Cliffs at High Carolina
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Date: 1/14/2008 Caption: The Cliffs at High Carolina
Scale: 1 inch equals 2667 feet
Copyriqht (C) 1997, Maptech, Inc
Tax Parcel Map
High Carolina Tax Parcel Map

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Legend
High Carolina
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Aquatic Life Passage Typical
Specifications: Placement of culverts and other structures
in waters and streams must be placed below the
elevation of the streambed by one foot for culverts
with a diameter greater than 48 inches, and 20 percent
of the culvert diameter for culverts less than or equal to
48 inches, to allow low flow passage of water and aquatic life.
Any rip rap required for normal pipe burial shall be buried such
that the original stream elevation is restored and maintained.
WATER SURFACE
Longitudinal Profile
CULVERT SHOWING PARTIAL
BURIAL AT INLET AND OUTLET
Not to Scale
Cross Section
112 DIAMETER OF PIPE
OR 12" WHICHEVER IS
GREATER
su?FILTER FABRIC
DESIGNED TO HANDLE HIGH WATER'
OR FLOOD CONDITIONS.
COARSE AGGREGATE EARTH FILL COVERED BY
T
6 DEEP LARGE ANGULAR ROCK
Not to Scale
J
DATE: REVISION:
Culvert Showing Aquatic Life Passage 1, WN?
I j N eland anJ Nalr rail Rexnwce C'un?ulLlnl?
N O. B- 8x2 Cmlwn. N.C. 287In
Typical x]x-r,ax-xsol PRELIMINARY PLANS
-------- -- -----------------
Site and Impact Maps
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LEGEND:

Proposed Road
?..? : Culvert / Road Crossing
Piped Crossing

Bridged Crossing
Jurisdictional Stream(s)
: Jurisdictional Wetland(s)
s : Jurisdictional Linear Wetland(s)
25 ft. Trout Buffer

Pond

• . - Wetland and Natural Resource Consu
P.O. Box 882 Canton, N.C. 2871
828-648-8801
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Overall Impact Map
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High Carolina
Buncombe County, North Carolina
ro]eu code:
The Cliffs Communities TCC-1005,1009
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Pet 2 rae: 1„=5U rawn v: WNR ate: 2-27-08
P I p e MaP. Impact Map
Project Name:
High Carolina
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P.O. Box 882 Canton, N.C. 28716 _='- 828-648-8801 C11eo1 The Cliffs Communities OJe? TCC-1005,1009
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Project Name:
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Project Name:
High Carolina
Wetland and Natural Resource Consultants i Location:
P.O. Box 882 Canton, N.C. 28716 - Buncombe County, North Carolina
828-648-8801 Olen rojec o e:
The Cliffs Communities TCC-1005,1009
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P.O. Box 882 Canton, N.C. 28716 r «atnn: Buncombe County, North Carolina
•? '•`? 828-648-8801 C11e,t: The Cliffs Communities o,e? TCC-1005,1009
NORTH
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Impact Map
Project Name:
0 High Carolina
Wetland and Natural Resource Consultants P rid", e Locw-
{= `- Buncombe County, North Carolina
P.O. Box 882 Canton, N.C. 28716 _J
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P.O. Box 882 Canton, N.C. 28716 ra-. Buncombe County, North Carolina
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828-648-8801 Client: o e:
The Cliffs Communities TCC 1005,1009
Dam Safety Report
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*S&ME
October 18, 2007
Mr. Donald H. Nickell, Jr., P.E.
The Cliffs Communities
3598 Highway 11
Travelers Rest, South Carolina 29690
Reference: REPORT OF DAM SAFETY ISSUES
High Carolina Dam - The Cliffs
Buncombe County, North Carolina
S&ME Project No. 1356-07-014
Dear Don:
S&ME, Inc. is pleased to provide this letter and attachment regarding dam safety issues for the referenced
project. We have prepared this information, at your request, to fulfill certain requirements of the
environmental permitting process. Ms. Jennifer Robertson of Wetland and Natural Resource Consultants,
Inc. (WNR) provided direction to us regarding the stream impacts incurred by the rehabilitation of the
subject dam. In this letter, we present our understanding of the existing condition of the dam.
Specifically, we will focus on the deficiencies with the existing dam that must be addressed to meet
current dam safety requirements mandated by North Carolina State law.
PROJECT INFORMATION
The existing dam is an earth structure about 400 feet long with a height from the crest to the downstream
toe of about 45 feet. It has a crest width of 15 feet and a downstream embankment inclination of
approximately 2 horizontal to 1 vertical and steeper. The normal pool water surface elevation of 3652.6
feet is maintained by a concrete riser approximately 4 feet by 4 feet, interior dimension. The riser directs
flow into a 30-inch inner diameter concrete conduit through the embankment dam. The conduit is
supported at its outfall by a concrete structure elevating the pipe about 7 feet above the stream channel. A
secondary spillway channel is excavated into the north abutment through apparent residual earthen and
rock materials. The normal pool surface area covers approximately 6.8 acres, with a drainage area just
under 600 acres.
.xtAE, iir. 4.4 Buck, _. I f'cas 28704 + 3a. ?C... .. w .:- r.... n 7i
Report of Dam Safety issues SWE Project No. 1356-07-014
The Cliffs at Nigh Carolina Dam, Fairview, North Carolina October 18, 2007
From review of the NC Dam Safety inventory, this dam was constructed in 1953. Design plans are not
available. It is classified as a Medium Size, Class C (High Hazard) dam. During recent site visits we
have noted that the upstream embankment is covered with trees up to 12 inches in diameter, with their
roots exposed in the crest. The downstream embankment is covered with grass and weeds with some
small tree stumps. Some minor sloughing has been noted on the downstream embankment near the crest.
Seepage near the toe and along the northern abutment contact has created a large saturated area on the
right side (facing downstream) of the downstream toe. It appears that corrugated metal pipes have been
installed in this area. These pipes are consistent with remediation plans in the NCDENR file for the
installation of a subsurface drainage system along the toe of the dam during the late 1970's. Erosion was
noted near and below the spillway pipe. The erosion and saturated toe conditions indicate that the
subsurface embankment drain is not providing adequate relief of groundwater in the foundation.
S&ME has performed soil test borings in the embankment and abutments with a mechanized drill rig and
with a hand auger. The borings indicate that the dam is comprised of relatively homogeneous, moderately
well-compacted earth fill with some organic materials intermixed. The borings also suggest that a layer
of poorly compacted fill soil exists at the bottom of the embankment overlying the residual soils and rock
native to the area of the dam footprint. Temporary piezometers were installed to provide measurements
of groundwater elevation within the embankment. Groundwater readings indicate that a major portion of
the embankment fill material is in a saturated condition.
Hall Contracting of Charlotte, NC performed a video inspection of the principal spillway conduit. The
inspection indicated the existing concrete spillway conduit has maintained alignment conducive to
efficient water flow. However, several cracks in the conduit were documented. The cracks ran both
laterally around the pipe and longitudinally along the axis of the conduit. Evidence of earthen materials
being moved through the cracks by seepage water was also noted.
DAM SAFETY REGULATIONS
Dam Safety regulations in North Carolina include provisions for dam stability design standards.
Embankments should be designed to provide an acceptable factor of safety for given conditions. The
state dam safety regulations state:
"Slope stability analyses should be considered by the design engineer for all embankment
dams and may be required for class B and class C dams. [ ] A minimum factor of safety
of 1.5 for slope stability for normal loading conditions and 1.25 for quick drawdown
Report of Dam Safety issues SWE Project No. 1356-07-014
The Cliffs at High Carolina Dam, Fairview, North Carolina October 18, 2007
conditions and for construction conditions shall be required ...." (North Carolina
Administrative Code, Title 15A, Subchapter 2K Section .0208 (b)
S&ME, Inc. has performed preliminary slope stability analyses using data collected from our subsurface
exploration. Our preliminary analyses indicate the geometry and condition of the embankment fill do not
meet current Dam Safety regulations. Modification to the embankment will be required as outlined
below.
Geotechnical engineering for the stability of embankment dams must work within the constraints of earth
fill material strength which is quantified by field observation, explorations, and laboratory classification
and testing. Standard engineering practice for embankment stability involves developing a stable dam
cross section and limiting the effects of saturation of embankment materials and seepage through the
embankment by the impounded water. For the proposed improvements to the High Carolina Dam, we
have developed preliminary recommendations that include the following:
® Install new subsurface filter drains and collections in the existing downstream toe of the
embankment to collect and safely discharge seepage through the existing embankment.
a Place additional fill against the downstream slope of the existing dam to an appropriate geometry
such that the required factors of safety are met and to accommodate a road crossing.
® Slip-line the existing concrete conduit with high-density polyethylene pipe and seal the annular
space with grout to limit the movement of embankment materials by seepage water through
cracks in the concrete conduit.
S&ME, Inc. has prepared the attached plan for the dam illustrating the concept of these proposed
improvements. We developed this concept to limit impact to the downstream channel to Vii feet. We
understand, by limiting the downstream impact to 511 feet, the rehabilitation of the dam will be covered
under a general environmental permit. We measured 51feet from the outlet end of the existing spillway
conduit on the topographic data provided to us. We then developed a grading plan for the proposed
improvements to the dam. The resulting downstream embankment slope is approximately 2.0 horizontal
to 1 vertical. We note that the proposed downstream slope is steeper than typical dam embankments.
This will require additional analysis, specialized construction techniques, and/or specific construction
materials to provide adequate factors of safety.
Report of Dam Safety issues
The Cliffs at High Carolina Dam, Fairview, North Carolina
S&ME Project No. 1356-07-014
October 18, 2007
Also shown on the attached plans are a new principal spillway conduit and riser and a widened
emergency spillway. These additional improvements are required to meet the dam safety requirements
for spillway capacity. However, these improvements can be adjusted to meet the footprint impacts of the
proposed modifications.
CLOSURE
The proposed conceptual improvements have been developed to meet permitting needs and goals of the
project. These include limiting downstream channel impacts to 51 feet of stream channel or less and
providing adequate passage for the proposed road across the dam. These concepts are based on and
limited by the information received from The Cliffs and WNF, Inc., data collected by S&ME, Inc, and
field observations by S&ME, Inc. Modifications and/or additions to this concept will be required prior to
submittal for dam safety permits. Please contact us with questions regarding this proposed concept.
Sincerely,
S&M E, Inc.
? John F. Garner, P.E.
roject Engineer
Senior reviewed: Walker Birdsong, P.E.
WB/CMUs/proposal/highcat mtrydam/07525
Carl McDonald, E.1 Project Professional
Attachments: Conceptual Plan
Dam Impact Map

PRELIMINARY
PROPOSED DAM
GRADING
PROPOSED SECONDARY
SPILLWAY
TED

SPILLWAY
100' WIDTH)
?' ` I 11
5654
564
60' STREAM--"
IMPACT LIMIT
DELINEATED STREAM
EXISTING PRIMARY SPILLWAY
PROPOSED ROAD CROSSING
(40' ROW - SEE *NOTE*)

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APPRO IMATE EXISTING
DAM REST
ELEV/. 3.658'

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EXISTING DAM GRADES
- ---367u
REF: STREAM, WETLAND DELINEATIONS AND EXISTING TOPOGRAPHIC INFORMATION PROVIDED BY WETLAND AND 1
NATURAL RESOURCES CONSULTANTS. EXISTING DAM LOCATION AND ELEVATION INFORMATION GENERATED FROM GROUND L
SURVEY INFORMATION PROVIDED BY THE CLIFFS COMMUNITIES.
11?
1
1
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PROPOSED DAM CREST
ELEV. 3,664'
LAKE TSUNGA I PONDEROSA
WSEL = 3,652.6'
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*NOTE*: PROPOSED ROAD CROSSING IS
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- CONCEPTUAL. FINAL ROAD CROSSING DESIGN, lc
INCLUDING ROADWAY SECTION AND VERTICAL AND
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HORIZONTAL CURVES SHALL BE PROVIDED BY
OTHERS.

GRAPHIC SCALE FIGURE NO.
40 0 20 40 BD
IN F)
Corps Approval Letter
DUARTAIENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
151 PAT1ON AVENUE
ROOM 208
ASHEVILLE, NOR CAROLINA 28801-5006
REPLY TO
ATTENTION OF January 23, 2008
Regulatory Division
Action ID. 200701619
The Cliffs Communities
Mr. Rob Weber
3598 Highway 11
Travelers Rest, South Carolina 29690
Dear Mr. Weber:
I refer to the Pre-Construction Notification (PCN) dated October 23, 2007, submitted on
your behalf by Wetland and Natural- Resource Consultants, Inc. (WNR), requesting authorization
to impact 149 linear feet of stream and 0.052 acre of wetland in order to enlarge 2 road crossings
and upgrade/repair the existing dam on Tsuga Lake; 90 feet of stream impact has already
occurred. These activities are associated with the development of a 2,100-acre tract of land in
Swannanoa, Buncombe County, North Carolina. This file has been assigned number SAW
200701619.
I also refer to the meeting of September 18, 2007, in which representatives of the Cliffs
Communities (Mr. Don Nickell, Mr. Charlie Hughes, Mr. Jason Cangler, and you), Ms. Jennifer
Robertson from WNR, and representatives from the Asheville Regulatory Field Office (Ms. Lori
Beckwith and I) discussed the proposed impacts, as well as future impacts that you will propose
once the master plan for the development is finalized. You explained that while you do not have
a final master plan for the entire 2,100 acres, you currently need to construct a road that will
allow travel from one side of the property to the other and need to upgrade/repair the existing
dam; therefore, you have submitted the current request for verification with the understanding
that you will propose additional, unknown impacts in the future.
The Corps has determined that the work, as described in paragraph 1, is authorized by
NWP number 29 conditional upon your compliance with and/or acknowledgement of the
following:
1. All work must be accomplished in strict accordance with the attached General and
Regional conditions, conditions 1-6 and 9-11 of the attached letter from the North Carolina
Wildlife Resources Commission and your submitted plans.
2. While the current impacts are under the threshold for which the Corps typically requires
compensatory mitigation, it is anticipated that future development will require additional
impacts. Therefore, you have agreed to mitigate for all impacts. You shall mitigate for the
2
unavoidable impacts to 149 linear feet of stream associated with this project by payment to the
NCEEP in the amount necessary to perform restoration to 59 linear feet of cold stream and 90
linear feet of cool stream in the French Broad River Basin (Cataloging Unit 06010105).
Construction within jurisdictional areas on the property shall begin only after the permittee has
made full payment with certified check to the NCEEP, and the NCEEP has made written
confirmation to the District Engineer, that it agrees to accept responsibility for the mitigation
work required, pursuant to Paragraph IV.D. of the Memorandum of Understanding between the
North Carolina Department of Environment and Natural Resources and the U.S. Army Corps of
Engineers, Wilmington District, dated November 4, 1998.
3.. The presence of federally listed species and historic structures/archeological sites for
the entire property has been examined by your consultant. According to information submitted
on May. 16, 2007, by WNR, "...there are no current or historic records of any occurrence of
federally endangered or threatened species within the parcel of land being considered for
development." Additionally, "...there are no records of any occurrence of archeological or
culturally significant sites within the parcel of land being considered for development."
According to the ArcGIS map prepared by this office, no listed species, critical habitat, or
historic/archaeological resources are located in the property boundaries. While no listed species,
critical habitat historic/archaeological resources were discovered, please be advised that if
potential resources are identified during future permit reviews, you may be required to conduct
surveys for federally listed species, in accordance with the Endangered Species Act, and/or
historic and archaeological resources, in accordance with the National Historic Preservation Act.
4. The construction/presence of this access road (to which this Nationwide Permit (NWP)
verification letter pertains) will not affect our review of any future proposed impacts. The
presence of this road will not be an adequate justification for future impacts (e.g., additional
roads must be built in jurisdictional waters of the U.S. because the location of this road
necessitates the location of the other roads). We will examine any future proposal to impact
jurisdiction waters of the U.S. to ensure that you have avoided, minimized, and/or mitigated for
unavoidable impacts.
5. Any impacts to waters of the U.S. proposed at a later date will be combined with the
current impacts and will be reviewed cumulatively. Cumulative impacts of more than 0.5 acre of
wetland and/or 300 linear feet of stream will be processed under an Individual Permit.
6. A verification of the use of Nationwide Permit 29 for the currently proposed impacts
does not imply that this office will necessarily approve any future proposal(s) to impact waters of
the United States on this property.
Any violation of the attached conditions or deviation from your submitted plans may
subject the permittee to a stop work order, a restoration order and/or appropriate legal action.

This verification will remain valid until January 16, 2010, unless the NWP authorization is
modified, suspended or revoked. If, prior to the expiration date, the NWP authorization is
reissued and/or modified, this verification will remain valid until the expiration date provided it
complies with all requirements of the modified NWT. If the NWP authorization expires or is
suspended, revoked, or is modified, such that the activity would no longer comply with the terms
and conditions of the NWP, activities which have commenced (i.e., are under construction) or
are under contract to commence in reliance upon the NWP, will remain authorized provided the
activity is completed within twelve months of the date of the NWP's expiration, modification or
revocation, unless discretionary authority has been exercised on a case-by-case basis to modify,
suspend or revoke the authorization.
Activities subject to Section 404 of the Clean Water Act may also require an individual
Section 401 Water Quality Certification. You should contact the NC Division of Water Quality
(telephone [phone]) to determine Section 401 requirements.
This Department of the Army verification does not relieve the permittee of the responsibility
to obtain any other required Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or
the Corps of Engineers regulatory program, please contact Lori Beckwith at 828-271-7980,
extension 226.
Sincerely,
Tom Walker
Chief, Asheville Regulatory Field Office
Enclosures
Copy Furnished w/o encls:
Wetland and Natural Resource Consultants, Inc
Ms. Jennifer Robertson
Post Office Box 882
Canton, North Carolina 28716
EEP Acceptance Letters
E i-4;J
lneement
PROGRAM
November 20, 2007
Rob Weber
The Cliffs Communities
3598 Highway 11
Travelers Rest, SC 29690 Expiration of Acceptance: May 20, 2008
Project: High Carolina Pipe Maintenance County: BUNCOMBE
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NCEEP will be approved.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of
the issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the
applicant's responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) as invoice
will be issued based on the required mitigation in that permit and payment must be made prior to conducting the authorized
work. The amount of the In Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and
policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
followine table.
FRENCH Stream (feet) Wetlands (acres) Buffer I Buffer II
BROAD (Sq. Ft.) (Sq. Ft.)
06010105
Cold Cool Warm Riparian Non-Riparian Coastal Marsh
Impacts 0 90 0 0 0 0 0 0
Credits 0 180 0 0 0 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies
require mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional
mitigation, the applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of'
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
Sincerely,
Willi 7Gilmore, PE
Director
cc: Cyndi Karoly, NCDWQ Wetlands/401 Unit
Lori Beckwith, USACE-Asheville
Kevin Barnett, NCDWQ-Asheville
Jennifer Robertson, agent (email)
File
A&ft40r!;1?5 ... Egha"- Prl0t-"' 0" It-&&

6-E RR
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-16521919-715-04761 www.nceep.net
a
E ® Lem
aneement
PROGRAM
November 20, 2007
Rob Weber
Carolina High Retreat
3698 Highway 11
Travelers Rest, SC 29690 Expiration of Acceptance. May 20, 2008
Project: High Carolina Dam Maintenance County: BUNCOMBE
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to
accept payment for impacts associated with the above referenced project. Please note that this decision does not assure that
the payment will be approved by the permit issuing agencies as mitigation for project impacts. It is the responsibility of the
applicant to contact these agencies to determine if payment to the NCEEP will be approved.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of
the issued 404 Permit/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the
applicant's responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice
will be issued based on the required mitigation in that permit and payment must be made prior to conducting the authorized
work. The amount of the In Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and
policies listed at www.nceep.net.
Based on the information supplied by you the impacts that may require compensatory mitigation are summarized in the
:oRowin table.
FRENCH Stream (feet) Wetlands (acres) Buffer 1 Buffer II
BROAD (Sq. Ft.) (Sq. Ft.)
06010105
Cold Cool Warm Riparian Non-Riparian Coastal Marsh
Impacts 59 0 0 0 0 0 0 0
Credits 118 0 0 0 0 0 0 0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. If the regulatory agencies
require mitigation credits greater than indicated above, and the applicant wants NCEEP to be responsible for the additional
mitigation, the applicant will need to submit a mitigation request to NCEEP for approval prior to permit issuance. The
mitigation will be performed in accordance with the Memorandum of Understanding between the N. C. Department of
Environment and Natural Resources and the U. S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Kelly Williams at [phone].
Sincerely, ((??
. )?? 8.
A-M-
WilGilmore, PE
Director
cc: Cyndi Karoly, NCDWQ Wetlands/401 Unit
Lori Beckwith, USACE-Asheville
Kevin Barnett, NCDWQ-Asheville
Jennifer Robertson, agent (email)
File
'Enha"... Pro&o&i;?J our Jm& MOM
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699-1652 1919-715-0476 / www.nceep.net
®WQ Letter
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins, Director
Division of Water Quality
Rob Weber
The Cliffs Communities
3598 Highway 11
Travelers Rest, South Carolina 29690
January 4, 2008
Subject Property: High Carolina Subdivision
Swannanoa, NC
Application for Impacts Under Section 401
Dear Mr. Weber:
Buncombe County
The Asheville Regional Office of the North Carolina Division of Water Quality (DWQ) is aware you have
submitted an application package for a 404 permit to the US Army Corps of Engineers. You are required to
apply for the corresponding 401 Water Quality Certification as both, 404 and 401 permit/certification, are
necessary prior to any work occurring in surface water/wetlands.
In your application package you stated that you would be seeking an Individual Permit for the remainder of
the project, acknowledging the fact that the project will exceed the 300 linear foot threshold for an Individual
401 Water Quality Certification for the development.
In accordance with the DWQ policy you are hereby required to submit for, and obtain written concurrence
through the State of North Carolina's 401 Water Quality Certification for the entire project prior to impacting
any streams or wetlands on this project.
If you have any questions, please telephone Kevin Barnett in the DWQ Asheville Regional Office at 828-296-
4657.
Sincerely,
Roger C. Edwards, Regional Supervisor
Division of Water Quality
Surface Water Protection Section
cc: Jennifer Robertson
Wetland and Natural Resource Consultants, Inc.
Post Office Box 882
Canton, NC 28716
Ian McMillan, 401 Central Office
USACE Asheville Regulatory Field Office
DWQ Asheville Regional Office
DLR Asheville Regional Office
David McHenry, NC Wildlife Resources Commission
File Copy
Central Files
Filename: TheCliffsCommunities.High Carolina. Swan nanoa
NorthCarolina
11A1atura1!ry
North Carolina Division of Water Quality 2090 U.S. Highway 70 Swannanoa, NC 2-8778 Phone [phone] Customer Service
Internet: www..ncwaterquality.org FAX [phone]
4n Equal Opportunity/Affirmative Action Employer-50% Recyclea/10% Post Consumer Paoer
Bridge Construction Drawings
RME% OF siflmn
I. TITLE SHEET
2. GENERAL NOTES
3. PLAN L PROF I LE
4. FOUNDATION LAYOUT
5. END BENT I PLAN L ELEVATION
6. ENO BENT 1 FOOTING DETAI LB
7. ENO BENTI STEM AND WI NO WALL DETA I LS
B. ENO BENT 1 DETAILS
9. ENO BENT 1 REINFORCING STEEL SCHEDULE
10. ENO BENT 2 PLAN L ELEVATION
It. END BENT 2 FDOTI NO DETAILS
12. END BENT 2 STEM. WI NO WALL BETAI LS
13. END BENT 2 DETAIL
l4. END SENT E REINF 0LING STEEL SCHEDULE
6 SADDLEBROOK CONSTRUCTION INC.
16. 3'-0' x I'-9' PRE6TRES8E0 CORED SLAB BETA IL6 I6HEET I OF 41
16. 3'-0' A I'-9' PRESTRE66ED CORED SLAB BETAI L6 (SHEET 2 OF 41
17. 3'-O' x 1'-9• PRE6TRE6BED CORED SLAB DETAI LS [SHEET 3 OF 41
16. 3'-0' x 1'-9' PRE6TRE66E0 CORED SLAB DETA I L6 ISHEET 4 OF 4)
X19. FASO I A BEAM DETA I L6
BUNCOMBE COUNTY, NORTH CAROLINA
BRIDGE # 1
THE CLIFFS AT SWANNANOA
SO'-0f9 CORED SLAB BRIDGE ON
CANTILEVER ABUTMENTS WITH SPREAD FOOTINGS
FINAL PLANS
Revlslon Drawn B/ Dofa Descflpllon Ralelan Orwm M' Dole OcscrN+ilan Name Out, ProJeolr Tllla.•
1 REw 3/20/67 Faaclo odded. Ofwm ?': NWA 12112106 1589 MalropoENan Bivd. Shaul Na.
Tallahassee, FL. 32308 THE CLIFFS AT SWANNANOA
-- Desl9ned &y: NWA renvo6 B50 894-two Bridge #1 TITLE SHEET
ApDfovaJ er. RCF IS/12/06 FIA Fax: [phone] Buncombe County NoM Cazdlm 1
A. SPECIFICATIONS 2. CONCRETE COVERS: F. BEARING PLACEMENT
A. CONCRETE COVERS SHOWN IN PLANS DO NOT INCLUDE REINFORCEMENT
1. DESIGN:
in PLACEMENT AND FABRICATION TOLERANCES UNLESS SHOWN AS SEE BEARING DETAILS FOR ADDITIONAL INFORMATION.
A. AASHTO STANDARD SPECIFICATIONS 17
EDITION, W02 WITH 'MINIMUM COVER".
LATEST INTERIMS. COVER DESCRIPTION G. UTILITIES
SUPERSTRUCTURE - PRECAST BEAMS 2 In ALL SURFACES
B• DESGN LOADINGS DATA CONCERNING TYPE AND LOCATION OF UNDERGROUND AND OTHER
SUBSTRUCTURE 3 In IN GROUND CONTACT UTILITIES IS NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE.
1. DEAD LOADS: 2 In ALL OTHER SURFACES THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATIONS
A. UNIT WEIGHT OF REINFORCED CONCRETE.- 150 Lb/F13 AS TO THE TYPE AND LOCATION OF UNDERGROUND AND OTHER UTILITIES
B. BARRIER, TRAFFIC RAILING.- 700 LbIlt 3. REINFORCING STEEL- AS MAY BE NECESSARY TO AVOID DAMAGE THERETO.
A. ALL REINFORCING STEEL SHALL BE AASHTO M31, GRADE 60.
2. LIVE LOADS: B. ALL REINFORCING STEEL DIMENSIONS ARE OUT-TO-OUT. H. ABBREV/ATATNS
A. HS-20 AND/OR LANE LOADS PLUS IMPACT
4. PRESTRESSING STEEL, Brg. - Bsaring
3. RAILING LOADS, A. STRAND: AASHTO M203, GRADE 270, LOW RELAXATION. Batt. - Bottom
A. EFFECTS IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS. PARAMETERS:
- MODULUS OF ELASTICITYt 28,500 Ksl C.I.P. - Cast-In-Place
Clr. - Clearance/Cover
9. THERMAL FORCES: - MAXIMUM JACKING STRESS: 0.75 fpu Const. Jt. - Construction Joint
A. TEMPERATURES AND TEMPERATURE VARIATIONS FOR. DESIGN - MAXIMUM ANCHORING STRESS AT ANCHORAGE.• 07 Fpu E.F. - Each rove

OF CONCRETE STRICTURES (DEGREES FAHRENHEIT (FO ): STRAND DfAN£TERr
- 05 In
Elev. - Elevation
TEMPERATURE RISE (+) 35 DEGREES F Exp. J1. - Exponshn Joint
TEMPERATURE MEAN 45 DEGREES F
5. ELAS
BEARINGS,
EN. -
Equal

TEMPERATURE FALL (-145 DEGREES F OMET
IX/ROMETER 60
A.
F.F - F Far Foos
Far

THERMAL COEFFICfANT 6
0x10-6 /DEGREES F FFBN -
of Bock Wall
. D. ALLLIWAB(E STRESSES/LOADS NF. - Near Face e
Near
5. CREEP/SHRINKAGE: POL - Profile Grade Line
A. EFFECTS OF CREEP AND SHRINKAGE IN ACCORDANCE WITH THE AASHTO 1. DESIGN METHOD: Spa. - Space
STANDARD SPECIFICATION
WITH RELATIVE HUMIDITY - 75X A. SERVICE [DAD AND STRENGTH DESIGN METHOD. S
St
,
. mm.
- Symmymmefrlca!
Synan.
6. SEISMIC LOADS, 2. MATERIAL STRESSES: Typ. - Typical
A
NO SEISMIC DESIGN WAS COMPLETED FOR THIS SINGLE SPAN BRIDGE A. ALLOWABLE STRESSES ARE !N ACCORDANCE WITH THE AASHTO STANDARD UJNA - Unless Noted Oth.-Ise
.
. DESIGN SPECIFICATIONS FOR ALL MATERIALS SHOWN IN THESE PLANS.
B. ALLOWABLE TENSION IN THE PRECOMPRESSED TENSILE ZONE = 3
7. WIND LOADS,
A. EFFECTS OF WIND LOADS IN ACCORDANCE WITH THE AASHTO STANDARD IN THE ENDS AND ZERO TENSION AT MID-SPAN.
SPECIFICATION. E. FOUNDATIONS ,
8. UTILITIES: 1. FOUNDATION DESIGN CRITERIA:
A. TWO UTILITY LOADS OF 500 PLF HAVE BEEN ACCOUNTED FOR IN DESIGN.
THE LOADING IS APPLIED TO THE FIRST INTERIOR BEAM ON EACH SIDE. A. THE END BENTS SHALL BE SUPPORTED ON SPREAD FOOTINGS.

INSERTS HAVE BEEN PROVIDED TO FACILITATE UTILITY PLACEMENT. SEE FOUNDATION LAYOUT FOR ADDITIONAL INFORMATION.
B. THE ALLOWABLE BEARING CAPACITY FOR THE SPREAD
FOOTING SHALL BE 5 KSF, OR 65 KSF MAXIMUM.
C. MATERIALS
EXCEPT AS MAY OTHERWISE BE SPECIFIED IN THE PLAINS, ALL MATERIAL
AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES BOOK DATED JULY, 2006.
L CONCRETE.
A. PROVIDED 3/4' CHAMFERS ON ALL EDGES AND CORNERS EXCEPT AS
OTHERWISE NOTED.
6. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS,
PRECAST CORED SLABS f'c = 6.0 Ksl
C.I.P. BARRIERS Yc = 4.0 Ksl
C.I.P. END BENTS Pc = 4.0 Ksl
FINAL PLANS
Rwlslan Drawn 6y Dude Dnmrlpllon
_ _ Rwfabn Drawn Br Late Demrlpf/on Naas Lbfe
PfaJeah
T717c•
Dfavn By, JMH 12112/06 1599 MaSOpd'Aan 61M.
ianahassee
FL 32309
THE CLIFFS AT SWANNANOA Sheel llo.

Das7gned LTyr
MINA
!P/I2/06

!
? ,
95094-1so0
Bridge #1 GENERAL NOTES
loved RCF IPAP?L76 ,'
?
wq Faze 95o-99F1611 BunCwN?c Caunly, NaM Carolina P
i Brg.-+1 Brg.
505 i i
500
Neavy Sl
oneR/prop
ersl
(Hy Oth
495
l

990

I I
I
Ground une PROFILE
€ Bra. - - 48 -Id/r• h (' Hrg.

WP. I End Hent i
i
1 i
i

N = 5000563 i
E = l000.000 .? WP. 0 End Bent Z
f Survey 1.
4 I N 5049.436
E = 1000400
---------------
Edge of Creak
PLAN
FINAL PLANS
Rm.l. Drawn Bf lim D-rlpllo. Ral ko Drawn By Date Descrtp 1. Non. Dale Proleolr Teller
Dray By: NWA l2/l2/06 tree Ma4opolilan 6hb.
TdWaaaea, FL 32308
THE CLIFFS
NNANOA Sn.et Na.
PL

Deslgnad B/:

AIWA

17112/06

FA

850-eW160D
dge#i
B ridge flt
AN AND PROFILE
Approvrd Byr RCF l2/l2/06 Y
nmti.ro a•N,,vrc. F=860-We 1614 Buncombe Co.*, Nosh carous.
3
C Brg.
NOTES
SPREAD FOOTING SHALL HAVE AN ALLOWABLE
BEARING PRESSURE OF 5 KSF SUSTAINED, AND
65 KSF FOR SHORT TERN LOADING.
c Survey
WP.I EM BOW I
I
N = 5000563
E = 1000.000
a
e
Wl%woll c
_--- - - - _ - _- _- _ -- --
END BENT I
PLAN
END BENT 2
g Brg.
FINAL PLANS
RevkW Dram B/ Date D-rlpNon Ralelon Dram &j Wt. 0-rlptlon
-- Name Ooh ProJaaf+ TINe.•
Drawn By! AIWA 12112106 %W wwapa6lan aw.
rauanaeeaa
FL
323M
THE CLIFFSAT SWANNANCA sneer Na.

_ Owlanad Byr
AIWA
!2/12/06
C¦-¦ ?/
r ,
.
850-04-16M
'
F
Bridge #1 FOUNDATION LAYOUT
Approved L;r! R0F !2/12/OS um'
Eno'.+ri9 an"n. Mw 0-&94--1614
? & BUnwinbe Courtly, NoM Cwollna 9
NOTES.
1. Foundation Excavation shellbe In aaardonce
with the Stallard Spoolfk tlons.
2. Boakfll/ Yateridshdl be In accordance with
the Standard Spearlootlons. BackflN shollbe
compacted to the Density roWlrad by the
geotwMtool report.
3. No More than roof Backf/Il(nroosarod from
Bottom of Fcattng)shdlbe pbcd will Cored
Stabs have bean Instdld W Dowels
Grouted M piece.
4. Lot aiguides may be pmd after hollow cord
81083 are 8ei° tens/and end grouted.
PLAN
I?--t Bridge
(Symm.)
I 51 l5 -d ° I 15 -d '

GPGP//QQZN X?i.& our
RE7WAY /-Bre Sea
Elm 504J9t
i !NP Joint Filler
3 Hate ltypJ
EL. 487'
E(?fArrox
FINAL PLANS
can °la?w. oww M ssorryrrtan Nana Do.
PPAPP- 1669 AAecopoeian OW. PlHtE rme.• END BENT 1 snset Na.
Drown By: MWA Ivlzy05
iaeahssees, FL 32MB THE CLIFFS AT SWANNANOA PLAN & ELEVATION
Designed By: AIWA !P/!P/O6 W-694-160D Bridge #1
e e?FY FeK85o-8&1-1614 B-1b. Cow*. Noah carana (SHEET I OF 5) 5
i
i
i
Af905 (To

Batt.)

i
? i

i 48-090f a 8' (sowed with JW)

- ._ ______ -____ _____ ^b

5p-C/60Y O 8" t. d Wth J(90(f
52-JI90fe 8' (T & BottJ
PLAN - FOOTING REINFORCEMENT
FINAL PLANS
Reihtan Grown B/ D", no-+sr/prron ReVlston bravo Br lbfe "I" M UM xOOp 0ob rolerJa 7fxN
p

Drawn By:
,uwA jyly06 15H91ABU0
L. 9Wd.
TBIWassea. F L92308

l

THE CLIFFSATSWANNANOA
END BENT 1 sneerxo.

FOOTING DETAILS
__- _ Dell nd
p Brs MWA ly/2/06 Fl?W 850-894-IOW
F Bridge #1 (SHEET 2 OF 5!
rovd
App RCF !yly06

.
dre-,. r _,e< ar: 950-894-1874
?nnce cn.?ar. North ce<o
6
n9vz

I
m 8

WING WALL ELEVATION AT FRONT FACE
WING WALL REINFORCING
ELM
ELEVATION
FINAL PLANS
.....% wc..p..m. awn 1' uauraxon Name nme Pro)eck Tllle:
uwA /2nz/o6 '?9f0P0?" B'''d END LENT I sneerxo.
Tetlehesxe, FL 32308 THE CLIFFS AT SWANNANOA
Drawn By: STEM AND WING WALL DETAILS
Desl4ned byL - cp? 850-994-Ieoo Bddge #1
: !
WA l2/l Folk Fe.: 850-884-1614 Bo.wo.ane County, Noes Cwoone (SHEET 3 OF 5) r
STEM WALL SECT?N
WING WALL SECTION
FINAL PLANS
RNISIon Drawn By Data D=rfpttoa Rwislon Drawn By ow. Duarlprfan Nova Da/a p P'

P
ProJsab
rlaa
Drawn
Dy:
AIWA
12l12/O6 ppp
A
7589 Matropdilan ...
Taloha
FL 32300
THE CLIFFS AT SWANNANOA
END BENT I Sneer No.
Daa19n0d By, MWa 1y12108 A
.
85 600 Bridge #1 DETAILS
Pae:050-Waista a„wnroa C-y.Nmn ca,dx9 (SHEET 4 OF 51 a
WEEP HOLE - FRENCH DRAIN DETAIL

AIM 96 15'-B°

AM ZO 2'-0 P'-0
cm BO 51-9' !D' 6'-7'

MY 1'9 51-91 11-5' T'-P•
Jim 15 JZ'_J• 11-5' 91'-l'

jam 23 e'-Il' 21-0' fJ'-//'

FINAL PLANS
Rwls/m Drawn Dale Desor/plbn Rwfsbn Drawn Oafe DsscllpfPon flmns I]Me
PPI-d pro/eal: Tlllef
1 WA 03/71,/07 Olnfenslon mrrecleJ. 7589 Me4apol88n BWd.
Drawn Bye NWA !Z
iallaliaseee, F1.32308
THE CLIFFS AT SWANNANOA Shah ep.
END BENT /
REINFORCING STEEL SCHEDULE
Designed Hyr WA 12/lB/O6 BSe-e9A-7e00
FI " Bridge #1
(SHEET 5 OF 5)
Approved RCP 12/18iD6 Fe"' 950-6" -lsta a"K°"'b° C°wH• Na'u' cera+na s
REINF.STEEL SCHEDULE -END BENT !
NARK TOTpL ?-_.

RElYO
a b e 0 LENGTH

AI60P 46 H'-0' H'-0•
AI6Q3 26 6'-6"
A190/ IB 34'-6' J4'-6'
A190P 96 H'-0' 19'-0'
AI9DJ 9 !9'-!/'
AIBD1 !P D'-!!' D'-II'
A7905 Po n'-6• n'-s•
APPDI 29 IS'-9 f5'-9'

Cl901 is 5'79' /'-0• 6 -B'
G902 Z P3'-6' 2'-0'
G903 9 19'-B' P'-0'
CIBW 6 D'-B• P'-0" ZB
01905 !8 9'-4' 2'-0" B'-4•

J160P 15 JP'-J' 1-6• JS'-J'
JIA7l 104 8'-5' 21-0'
Jl902

r- '
BA
RS A '
BARS C
I I
?0.
BARS J
QUANTITIES -ONE BENT
/TEN IT EACH BENT
Cancrets for Structures - Class A CY. fZ5
Relnforc! Steel for Sirwiures LBS. !2 n
NOTES,
1. FouNdlon Exadallon shall bo In aooordaae
with ft. Stddord Speafflavtlons.
2. BaMfll Materfal shall be In amrdemae with
the Stadord Speofflaatlons.Ba0fllslwllbe
mmpaa/ed to the Density requtrad by the
geotaMlal report.
J. N. More them V of Baatrl/l,measured from
Bottom of Fatingl SW be paced untliCorod
Stabs have bem Installed and Dowels
Grouted in preoe.
4. lateraIguldess may be p/aod after honav oral
slabs are set, row and grouted.
PLAN
CE e?rldg. -_
r- lsr-d ? rs'-d • r-s+
V• Jolnt Ffller
4Y/?tNST.Jr.w/ ( Bridge Saof
KtIWAY %i" i El- _ 50J9
fhpJ
T Hole fa. weep
hv?
EL 489'
ELEVATION
FINAL PLANS
rtwi awn sy wre uucripnvn _ avn eg Y4 er/plpn Name 0J/e Pfe/ee/S Tin
Oravn Byr INJA /2/18/06 1589 Metrapolikvi BNtl. Seeei NoPAR .
rendreuee,Razaae THE CLIFFS AT SWANNANCA END BENT 2
----- Desl9ned Byr MwA 12/18/06 aoo-asa-7soo Bridge #7 PLAN & ELEVATION
a
FllktJEY Fm` u° ego fs 4 BuncaMe County. NOM 011111a (SHEET / OF 5)
Amrovsd Bo: RCF 121181 oe
i
Ajqo5 (Top att.)
-C1902

m G I w

m 6 e
63
48-CI901 a 8' (*=ad w/fh J1901)
L
O -__ __ ___ _ _ _ _ _ _ _ _ J .

50-CI6W a 8' (spaced with JNW)
52-JI901 a 8' (T0 b BaBJ
PLAN - FOOTING R INFORC DENT
FINAL PLANS
0fawn ?' Mle Oalvrfpllan Reiklon argrn »' D11. Oaroflyifan
-- - xwo0 Uofe ProJe4r Tlxu
r Drown B/r NWA 12//2/06 1589 +tetr eaa
assea. FL Fl. azaoe
TaOan
THE CLIFFS AT SWANNANOA sneef x01.
END BENT E
FOOTING
DETAILS
Designed 6yr AfWA Ivlvo6 esae91
16010 Bridge OF 5)
9 OF 5)
roved RCF Ivl2/os 4
F° c
4
F 16 4 Numn caroms
e???a?a cosy. x
-j" C1909 A1909
a?
n

19'-3"
A
I
I
I
t a`
clW5
(*U. W/ .11602)
.l
A"i

a

4 ? „ i a t? a

TI ' 1TYPJ
11-6' C CORED SUB
2 - A299DOWELS - 9 SPA.o Y-O'= 27'-0"
WING WALL ELEVATION AT F RONT FADE

2-AI6IX %-,'J" from tfi . w/ G600
-- 46-AI902 back lfipJ. w/ ClSOR
2-A1601
ELM
A1601 A1603 L6 A1601 A1601
---^'{ 2 "-
n A1602 (front & AWE (book)
?
I

P I

C160Rfronrl & CZ201Ibackl I
G60!
WINO WALL REINFOR CING
€LEVATION
l
FINAL PLANS
Revlelon Gram A' Dole DosorJpflen fi w.,, Fr--m Rf W. D l/on Name Ms Pr j t, Tltle:
D. eyr 4WA 12/12/06

-
'89 ? mawea. mw.
7 L szao BD'etl THE CLIFFS AT SWANNANOA

END BENT 2 sneer No.
Designed By: 1M'A I7J12/? F1N
EV B ela9y N STEM
E? OF 5 ETA/LS
H

roved bye
1tCF
12/12106 .
an?avan. k, F 850- 8a4-16
14 u, ,a>a
wh c?wa (S
E !z
W
R
'm
AM W
N
pu Q
6' ? y
SHEAR KEY DETAIL 2M
Q A7601 AM
t, A1602 A/90z
21 cl.
e• r?_ 2 rTMJ 8
ay" n
Cl601 -- rMl CI601 - CPZO/
Filter rcyrlc seared J/90l c'
Q to rxs or wott J22W S?
N
to flfern fjr ved
J1901 COW .11902
9-A1Xl& l'-0' fT & BottJ 10-11905 a P-0' frog & Bo1tJ
STEM WALL SECTION WING WALL SECTION
3' 0 Weep R.I.
WEEP HOLE - FRENCH DRAIN DETAIL
FINAL PLANS
ftdlsf Drwvn B/ 611e Oescrlpf/on Regsfan Dravn B/ Opfe Oa¢crlp/fan Name Outs
7669 Me Prplah Tlllm
----- Dram By: MWA 1211PIOS nopelllen Bnd. END BENT 2 SneeJ No.
®Y T?laha¢see.FL32306 THECLIFFSidge NANOA
Dasl9ned By. MWA 650-66a-1bao Bridge #1 #1 DETAILS
AAproved Byr RCF IP/!2/06 F„ i,f F.8: &5o-9aa-i614 eunewroe Cony, uronn Cmins (SHEET 4 OF 5) u
REINF. STEEL SCHEDULE - END BENT 2

MARK
READ DD
o D1uEN
6 SIONS
c
d
LE'N'GTH

AM 37 14'-9' /4'-9`
A/602 45 131-0' W-D'
A1603 !ffi 614 6'-6•
A190/ 18 341-6' 34'_6•
Af902 46 13'-0' 13'-0'
Ar903 6 131-11• 13 -Il
A1904 12 21'-8'
A1905 2D 11'-6'
AM 20 14'-9' 14•_9•
A290/ 20 2'-0'

am 71 51-9' p• 6'-7•
0501 48 5'-9' P-W
C1902 2 /T-6• 21-0'
C190 131-,8' 211'
01904 2Y-8' 21-01
C1905 4'-4' 2'-0' 6'-4'
C220t 5'-9' 1'-5' 7 -2
F
J1601 32 -3' 4'-5• 41'-r
mm 32 -3 1'-6' 35'-3
J1901 8'-5* 2'-0'
JI902 9'-Ir 2'-0'
J28e m 9'-1 F-o- 13'-1l'
a ?
BARS A
BARS C
?-T
to
BARS JJJJJJ_L
QUANTITIES - ONE BENT
ITEM UNIT EACH BENT
Concrete for Structures - Class A C.Y. 69
Relnforel Steelfor Structures LBS. 10105
FINAL PLANS
Re W.n Drawn B/ Dots DesoNOW Ralslan Drown Ry D.I. Descrlp/lar Nsaro Dote ProJeot T1Na Shaat ?
1 11WA OS/ffi/DI Di nosw mrmtoe. Drawn Bys WA t2//6/06 1569 MaUOpdiian fiHtl. END BENT 2
l .? ?? - ^^' _ ^^ Te w ascee, FL. azaoe THE CLIFFS AT SWANNANOA REINFORCING STEEL SCHEDULE
Desl9nee Byr NWA rznBios 860-894-1600 Bridge
FIN" No (SHEET 5 OF 5) H
F :850
ax-894-4614 8uncomhe County. Nonh Cerdine
9Y-1v - rLwwp w -
Barrl, Parapw Not Shaun
I I
I I I
b
1]WK t1?? I I
H

e %s' B HS.T,..w se
Part TwWa2ng Strand
I 1, V0 Hof, I
Q Brldga
WP.AT
Q BRG. I I I I
Q
I I
I zvdda
crypi
I-----------??I-_ -------- ICI -----------
----------- II------------+I-----------1 I
------------I,------------I----'-------I
I I
Sorrier Parap-l Nd Sluvn
V-014 ? T . -,'/, I
PLAN - 50'-0' SPAN
-WP.AT
fb BRG
5
9
See Wall IN
Shed Nal6 Z
L5'-0' (See mte l1 _ I _ 19-0' IS. We 1)
I
27'-13'lCbar RwdWWJ
l2'-1D' I 040' r_ a
I I
?+--? Bridge
I y
I Slear Krysye to be Tilled wpb
pplod altar flnol tenslaNng 01

gNNpN TlaaNefsB Slfanda

I FG.
10

-Worlar Cored
LBdDO Arab ffypl _ Slab rryN
SQ' ??l g InsBlf
Shat Naf9
EMartw
Coed Slab
-CaeNlrPlace
6ol?Jw Poro1W
-Sm O ta11'A'
shw Na16
Exllrl
%'HS Trens'eran Ca
red SW
lgost TenslaNng /awl
Strand 1n 2'O/aNab
TYPICAL DECK SECTION
Nowt
k Dlm Won gluon does nw lnckrde rack vaneer.
FINAL PLANS
Rwfs/on Dlavn ?' -h Desallpllon Rwlslwr 0lmvn 1?' Dale Deeprlptf- NBwe Dure P.Jealr T/tlu
'
° Saeet Na

l

REW
t
3/15id
ArcA? facode added.
5y:
Drmn

JMH

12112/06
iauun Blvd.
589 Wmseea.see.Fta 32308 lvd

THE CLIFFS AT SWANNANOA
PRESTRESSED CONCRETE
50
-0
CORED S1A8 (S'-D CRE .
Designed By: WA !2112106 ?? tie

14J e50-awiGDO

1
P Bridge #7

li
b
C
N
th C
t (SHEET ! OF 4)
15
_ APProed 6y: RCF 121!2/06 ?
F1 850-M-16
4 or
aro
na
Buncom
e
oun
y.
BARRIER PARAPET DETAILS
Ae1JNt
21"o Davnl Nde WearlM -
ac.
AM/D
.wW_Elmrlarprlc
Vr
1 I Berln9 Pad
I
f BearrrA?
S. EM Bent far dddls. rte-'
SECTION AT END BENT
A
?E703.

Sidd fw &M 9.
P LO REMA rare
23J
STRAND LAYOUT

f'o • 6D W (Ar301 bars .fslew)
Pd - 4.8 ks! p BOND SHAD. BE BROKEN ON THESE STRANDS
FOR A DISTANCE OF 8 FT FROM THE
END OF THE CORED SCAR U.Yfr
O BOND SHALL BE BROKEN ON THESE STRANDS
FOA A DISTANCE OF 6 FT FWM THE
-N
END aF THE CORED SLAB UNT
I Vd s '
• 1
1 J% 03
9-JI301
see END ELEV. '
far wrangwwo
r-c r-c
xf ' 7%z' 7% IW .
4" r-2"
r ? 7
JI301 i
I
r

r
k, I. L ...
J1301 -1
LO MO,
(Se fd. 1)
J1301
rV3a
J1303
END ELEVATION
Stxedra plammafaf Lbuble SYlrrux
lacdle f DaeelHdes and X303 Bars.
(Stand Load Mstavn)
Idvtw Slab Sadtan shaven - Ederlw Slob
SWIM slmllar OXCW Sher Key 1b.01M.
•
HSTrm-.e Pad Teadadna
Hot for Arad sledhed wIth o mrrwmly. P4.
Transvarse S. See. SFelal Provlslaw
1 I
I I ;: Strand Vlx
4" OWaddo I- If ,.• FIN mess
B 8' B Exterlw Cared Slab wHh grad
9/i Y1
ELEVATION VIEW SECTION B-B
GROUTED RECESS AT END OF
POST TENSIONED STRAND
DETAIL eb
Fl/l rfs??rryryaaASS w1M Er Mwror
C /axsl?
PrW? -
SShh 'e•
PX" SHEAR KEY DETAIL End d Cared Sob
We .O.mlt Sher xeY an W.W. Fam C
d Edwlar Card SION3. PART ELEVATION AT
END OF CORED SLAB SECTION C-C
Y Spare 46 Spa@ r.& GROUTED RECESS AT END OF
PRETENSIONED STRAND
PART PLAN -
EXTERIOR SECTION
Note r Exterhv Sedlm sham -
ldwlar Salton staftr ampl
..Np dbar
(Add#1=f rdrVwcemed
of show?

Not",
C NI pllna to be reax W Pula J. 91a01,V

FINAL PLANS
RM:ton Drawn Br Oo1a (ksorlpNaa Ravlslon Drown by Oat. D..r1ot1. Name Date ProJeoB iltler
l AEw .3/&/07 OsfanH -.d 1. anaaf 11. Drawn (}t

MH

Z//2/
0 1589 McVOpoeian (YVd.

Talleheasee.FL.3aaoa LIFFSATSWANNANOA

THE C
RESTRESSED TIE
RTE
C2R 50'-0°PED SLAB
fat-0"l9e1

Sheet NO.
Designed By+ MWq C16
l2/
FIN" eso-e9a-t9ao Bridge #t
N
m C
Im
(SHEET 2 OF 4) 16
Pared r RCA 12//2/06 Feu: Ilso esa-1614 or
..
a
Baacoran. C-ty,
EXTERIOR SLAB SECTION
(Fw Pre*mud Strand lWwr.sae
Inlerlw Slab Sed/aaa)
104J1702 (Ea.
Slab utdt)
4 pars J130P
(ryp.eo.ondl
CI-
fryN
61 to f BrL_
=11.
4B-db-
*TrN
A/-
2 Pdlrs
JI301fTyp1
B' to C Brg.

52 pdra J1302 a l2'dlaxClra

2 !2 12
p ®Opyy +A(30/12 urea.
N 2 Borsyune)
fTa/
fT p Rye fa
?
s
I
W
Y Tro
sa
trand
--- - ------------ ---? r ---- span rc - i ------izpVold IT
_3'-
-
-
III
II L _ _ ____________ _ 7 L____________________J - ___________ _ _ V II
I
l5'-f
GRADE 270 STRANDS
%z' d LR.
C0
( lncfesl
0,153
fkl Sirardl 413
Apgled fraelreds
(kl per 5(radl 3/O
TYPICAL ELEVATION OF 50'CORED SLAB UNIT
(See 50' Span (ayad Sheet f5) fo - 6D ks7
/'d-99 kal

DEAD LOAD DEFLECTION AND CAMBER
%o
1111 5a span
n
Comber to Eradlon (Slab k. In pace) f$a'
Oerledlon dw to
• ;
AsplwH Weor? Surforo
Final Caller
c
PLAN

k ?
I
t

ELEVATION
6 2 kolas
Obwd
Niles
1. SNft Jf302 stlrraps 01Y
to dear Transverse S/raMa.
2. J1303 bars not shown for clarlty.
TOLERANCES
a - DWh
b -Width --
o • L.roth
d • P"Ww or Vdds -Vatled
e - Padflon OF Vdds - HwIzo dd -
Posfticn of Vdd Ends -(agltudnd
r • S f lzodEnd. - d or wfl kd)cv deslp a akew
0 •tta
lift Kr fZWOIal leveed ?ertkn aaMe
of gtt
h - Camber - Difforadidi bdween adlaouf unffs
h - Comber - Dirferowat &A- high ad low
e members of He eoee span
1-P.Man of O-WHdae -Davldlon from
Ab^ posH/on
M
Wld1h th - soma to n(!d or ad/aceN spans
fn the scan seil d e
e Baalry Arm-Dev7dlan rrom pt" surface _-
b / • I"smoafl s
k • lfarfzatd PoM al; or Was rer Trauvs,•so Strands
l • vad wl PosNlm of holes for Tranverso Strord -
m m • P"111. of Strards ---
SECTION
a Lar4h of adj..t cued slobs arid/ rd differ In/ mare t/wn %4
IE Boar/np Pod
L?
I ?I 3'
I
x
Q //4"? Haas
i
Baorft Pad
0
FIXED END
ELASTOMERIC BEARING DETAILS
•A:k-!b'
t %1
:1/i per 10'
t -9,
tV
fF

-9'
per Ia.Y4, M.
nl• now.
V4
V
M. %•In d
=f/4
FINAL PLANS
s lbta Prolaoh. T1Ha Sheet No.
Reilslon Dravn &y Dote Dasarlptlan RaVlabn Dravn
Rj Dols Dascrtpllan 7-A
Dr"A 12/12/06 ? '? " •°P 50 PRESTRESSED CONCRETE
Brz 11O 50-89. FL FL32308 388 THE CLIFFS AT SWANNANOA CORED SLAB (3'-O' x I'-9°)
a-iebo Badge #1
Des9nl ed BY+ 12 eso9
N" Fax: [phone]-be County- NOM Carolina (SHEET 3 OF 4)
FIN" n
NOTES.
ALL PRESTRESSING STRANDS SHALL BE ]-WIRE LOW RELAXATION GRADE
90 STRANDS AND SHALL CONFORM TO AASHTO U203 EXCEPT FOR SAMPLING
REQUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
BILL OF MATERIAL FOR ONE
50' PARED SLAB UNIT

NARK TOTAL
11E07D. TOTAL
REdA DIMENSION
LENGTH
INT. EXT. o b c d
AI301 4 4 25'-7' p5•-7•

PIW 51 a

J1301 B 8 P-9
J/302 !20 /20 2'$ P-f 51-5
J1303 9 9 P-51?y' 2'$ 6=A0'

QUANTITIES
ITEM UNIT INTERIOR EXTERIOR
Reinforcfn0 Skel Lbs 495 930
6D ksl.CTrcrda (r.) CU.Yda 7D 70
0 Lit Sfrads No. 73 iJ
D LILStronds L.F. 1148 Il4B
BILL OF MATERIAL FOR
ONE 50' BARRIER PARAPET

MARK TOTAL
'B DIMENSION
LENGT
RED a b c d
A601 6 49-9 49£

QUANTITIES
fTEY ONfr TOTAL
Rddordng Sfael for
5lrudures f(irld9d Lbs. 3Kl
La ooh of Barter Parapet LF. 498T5
ALL REINFORCING STEEL CAST WITH THE CORED SLAB SECTIONS SHALL BE
GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE BID FOR
PRESTRESSED CONCRETE CORED SLABS.
THE CORED SLABS MUST ALWATS BE MAINTAINED IN AN UPRIGHT POSITNM'
WHEN HANDLED PICKUP PUNTS MUST BE WMIN 2'-60F THE ENDS.
PROVIDE A PDEEP RECESS AT THE PICKUP POINTS THE RECESSES SHALL
BE GROUTED PRIOR TO WATERPROOFING THE TOP SURFACE OF THE CORED
SLABS WHEN BEING STORED. CARE MUST BE TAKEN TO ELIMINATE INTERIOR
SUPPORTS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
THE 2%z'- LOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FIXED WITH GROUT THE WR. - DOWEL HOLES AT EXPANSION ENDS OF
SLAB SECTIONS SHAT BE FILLED WITH JOINT SEALER MATERIAL TO f/j
ABOVE THE TOP OF DOWELS AND THEN FAILED WTH GROUT.
THE JOINT SEALER MATERIAL SHALL CONFORM TO THE REQUIREMENTS OF
TYPE SL LOW MODULUS SILICONE SEALANT. THE 0-BACKER ROD SHAD.
CONFORM TO THE REQUIREMENTS OF TYPE M BOND BREAKER. SEE SECTION
1028 OF THE STANDARD SPECIFICATIONS.
WHEN CORED SLABS ARE CAST A POSITIVE HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOVING SIDEWAYS THIS
SYSTEM SHALL BE DESIGNED TO BE LEFT IN PLACE UNTIL THE CONCRETE
HAS REACHED RELEASE STRENGTH.
WHEN A CONCRETE WEARING SURFACE IS DETAILED ON THE CORED SCAB
BRIDGE TYPICAL SECTAW.7-HE TOP SURFACE OF THE CORD SLAB LIMITS
SHALL HAVE A Yj'RAKED FINISH.
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENGTH OF NOT LESS THAN 5D KSI.
VERTICAL GROOVED CONTRACTION JOINTS .%a'IN DEPTH, SHALL BE
TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE
WITH ARTICLE 825-KXB10F THE STANDARD SPECIFICATIONS A VERTICAL
CONTRACTION JOINT SHALL BE LOCATED AT EACH THIRD POINT BETWEEN
BARRIER RAIL EXPANSION JOINTS. ONLY ONE CONTRACTION JOIN IS
REOWRED AT MIDPOINT OF BARRIER RAIL SEGMENTS LESS THAN PD FEET
IN LENGTH AND NO CONTRACTION JOINTS ARE REQUIRED FOR THOSE
SEGMENTS LESS THAN 10 FEET IN LENGTH.
BAR BENDING DIAGRAM
I I
BARS A
i-?yj
BARS J
BARS P
® For dlmaWaos d P1601 bar sae bar bad.
ESTIMATED SUPERSTRUCTURE
DUAAR7TIES
I T E M TOTAL

NumW of 50' Extarlar Cored Slob Inks (49, d12- o=9 2
Tdd Laglh of SO'Erterlor Cored Stab Udte (LFJ 99.75
Number d 5O lderlor Cored Slab Unxs (49-10h- aaW 8
Tdd lawh of ST IdarMr vor d Slob UNLS U."
Number of 50' Barrier Porapd Sacflans 2
Tdd RdiVardng Sfad for 50' Beale Por Sectlons (LDS) 620
Tdd Laipth of 5d Barrier Porapd Sedlm (LFJ 6975
Elmstamarlc Baorfnl (Fixed/ 20
EkWomorlc Beal (E W -
Tdd RdNwdnl Stad for Struduras !Badge) Ubs) 5620

FINAL PLANS
amp __ e.rcrrpr?en - n ! - pesonp 1. Name lklle PPA- Prafea/A TIN.
Drawn By, JMH IZIZ2106 NteLmpofean ewd. 50'-0e PRESTRESSED CONCRETE Shut No.
iatiarssaee,FL.s236e THE CLIFFS ATSWANNANOA CORED SLAB (3'-0a X P-9a)
Daalgned 1Iv: MINA 12112106 es0-e5a-tsoo Bridge #1
F101A.E1/ Pan: 850-894-1614 Buncombe County, Nunn Caronaa (SHEET 4 OF 4) fs
Aoarmd Be: RCF /2/12/06 smM.e?u amo. ve
End
not.
ELEVATION
ONslde face of

Do
'lon RlcMarW Ekartar Cared
Slab L 6,311;' x ' Alfoagqhh to
'0
End gj.w J-
S
F-7 SW Angle Cored 5(ab- %Z
ArWW BW5
! %P!N° L 6x3r/o'x?§'Altach to
End $ w/ 3- V'
_
• AnClnr Bolts
1
(( P ?'q' B Askca
Neod Bolts ( .
End Be& 21-0,
U _ C /. Plate
' M A
M I
zv
I
%' 2' a 2'-0' J L 6,_Vh'A-%'idqs Angie
EM Gerd
L 6x3r/e'xIj'[edga Angle
%' Plata
SECTION A
%' 0 2'-0' e ?
a QUAIL C
g
DETAIL 'B'
Notw Provide mkh In angle to ovold confllot with
bolts. Provide 2' weld wall side of notch.
FINAL PLANS
Revision Dram By Data DescrlAl7on RcASlon Drawn 81 Dota Dsscr7pllon Noma Dole Projwtr Tin Shah No

!
REW
J/20/01
Sheer added.
Drawn By.
REV'
3115107
1889 M1eUOpole- &ud.
TaOehaesee, R 92908

THE CLIFFS AT S WANNANOA

FASCIA BEAN DETAILS .
Designed By: iIWA 3/!5/07 &5D-894-Two
KJM
V Bridge #1
9
resod Byr RCP 3/15/07 F
Fax; 850-894-1614
- 13 i-, be Cauny. Nadh Ce Iwo
MUK OF SHEETS
1. TITLE SHEET
2. GENERAL NOTES
$. PLAN S PROF I LE
4. FOUNOAT ION LAVOUT
5. END BENT 1 PLAN & ELEVATION
5. END BENT 1 FOOTING DETAILS
7. ENO BENT 1 STENAND WING WALL DETAI L6
8. E140 BENT I DETAILS
9. ENO BENT I REINFORCING STEEL SCHEDULE
10. END BENT 2 PLANS ELEVAI ION
11. END BENT 2 FOOTING DETAI L6
12. END BENI 2 STEML WING WALL DETAI L6 yyD CONSTRUCTION ?'y
13. END BENT 2 DETAILS S?I9I)LEEI$®®? IN C.
14. ENO BENREINFORCING STEEL SCHEDULE
16. 3'-0' I!.: PRESTRESSED CORED SLAB DETAI L6 (BHEEi 1 OF 41
16. 3'-0• ¦ 1'-9• PRE6TFIE66ED CORED SLAB DETAI L6 I6HEET 2 OF 41
17. 3'-0• a 1'-9• PRE6TRE66ED CORED SLAB DETAI L6 (SHEET 3 OF 4)
Is. 3'•0• x 1'-9• PRE6TRE6SED CORED SLAB DETAI L6 (SHEET 4 OF 41
,L 10. FASCIA BEAM BETA I LS
BUNCOMBE COUNTY, NORTH CAROLINA
BRIDGE # 2
THE CLIFF'S AT SWAN A N®A
25'-0" CORED SLAA BRIDGE ON
CANTILEVER A.BUTMENTS WITH SPREAD FOOTINGS
FINAL PLANS
Ralslon Drawn 5y Lbfa Oaearlptlm Ravlsbn Drawn 18' Mle Osscrfp!/cn Ymns 1)ufe ppp- P,oJmi! Tll)e? SMfI No.
1 IfEI'I 3/90/07 foscfo added. 0lawn ?V dM'A IP/E2/O6 1598 -,.. UIan BHtl.
Taeanaxsea. FL aza06 TtiE CLIFFS AT SWANNANOA TITLE SHEET
Dwignod &I. kWA I?l22/O6 ® 4600 bridge #2
--- -- - 'IL??? 95o-9se F- 05D-894-1614 S.-,be Co,,*. N.M Carolina I
Approved EW RCP 12122/06 F=..v:v_ow?y,e?
A. SPECIFICATIONS 2. CONCRETE COVERS: F. BEARING PLACEMENT
A. CONCRETE COVERS SHDWN IN PLANS DO NOT INCLUDE REINFORCEMENT
1. DESIGN.
th PLACEMENT AND FABRICATION TOLERANCES UNLESS SHOWN AS SEE BEARING DETAILS FOR ADDITKINAL INFORMATION.
A. AASHTO STANDARD SPECIFICATIONS B
EDITION, 2002 WITH "MINIMUM COVER".
LATEST INTERIMS. COVER DESCRIPTION O. UTILITIES
SUPERSTRUCTURE - PRECAST BEAMS 2 In ALL SURFACES
B. DESIGN LOADINGS DATA CONCERNING TYPE AND LOCATION OF UNDERGROUND AND OTHER
SUBSTRUCTURE 3 In IN GROUND CONTACT UTILITIES 15 NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE.
1. DEAD )DADS:
A
UNIT WEIGHT OF REINFORCED CONCRETE
3 2 1. ALL OTHER SURFACES THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS AWN DETERMINATIONS
.
: l50 DN/Ff
B. BARRIER, TRAFFIC RAILING: TOO CD/Ff

3. REINFORCING STEEL.
AND OTHER UTILITIES
AS TO THE TYPE AND LOCATION OF E 'THERETO.
AS MAY BE NECESSARY TO AVOID DAMAGE AGAGE
2. LIVE LOADS: A. ALL REINFORCING STEEL SHALL BE AASHTO M34 GRADE 60.
A- HS-20 AND/0.4 LANE LOADS PLUS IMPACT B. ALL REINFORCING STEEL DIMENSIONS ARE OUT-TO-OUT. H. ABBREVIATNINS
4. PRESTRESSING STEELr Bra. - B.arlrg
3. RAILING LOADS: A. STRAND: AASHTO M203, GRADE 90, LOW RELAXATION. Bolt. - Bottom
A. EFFECTS IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS. PARAMETERS: C.IP.- Cast-In-Plot.
- MODUU/S OF ELASTICITY: 28,500 Ks1 Cir. - Cleoramo/Cover

4.
THERMAL AL FORCES. FORCES: - MAXIMUM JACKING STRESS: 0.75 fpu Const. Jt.- Construction Joint
A_
AND TEMPERATURE VARIATIONS FOR DESIGN MAXIMUM ANCHORING STRESS AT ANCHORAGE: 0.7 fpu E.F. - Eooh Fa.e
OF CONCRETE STRUCTURES (DEGREES FAHRENHEIT (F)Ar -STRAND O/AMETERr 05 In Elev. - Elevation
TEMPERATURE RISE (*)35 DEGREES F Exp. Jf. - Expansion Joint
TEMPERATURE MEAN 45 DEGREES F 5. ELAS
U
C
BEARINGS: . -

TEMPERATURE FALL f-145 DEGREES F
RO
E
A. lX/RONE
TER GO
FF
- For Faoa
or
THERMAL CIOEFFICIANT 6Da10-6 /DEGREES F FFBw
- Front Face of Book Wall
D. ALLOWABLE STRESSES/!DADS N.F. F. - Naar Faoa
5. CREEP/SHRINKAGE: PGL - Profile Grade Line
A. EFFECTS OF CREEP AND SHRINKAGE IN ACCORDANCE WITH THE AASHTO 1. DESIGN NEThY1D: Spa. - space
STANDARD SPECIFICATION, WITH RELATIVE HUMIDITY = 75%. A. SERVICE (DAD AND STRENGTH DESIGN METHOD. S
Symm. m. - $yymm
mm.irlcal
6. SEISMIC LOADS: 2. MATERIAL STRESSES: Typ.- Typical
A. NO SEISMIC DESIGN WAS COMPLETED FOR THIS SINGLE SPAN BRIDGE. A. ALLOWABLE STRESSES ARE IN ACCORDANCE WITH THE AASHTO STANDARD U.N.0 - Un/= Noted Otherwise
DESIGN SPECIFICATADMS FOR ALL MATERIALS SHOWN IN THESE PLANS.
7. WIND LOADS: B. ALLOWABLE TENSION IN THE PREDOMPRESSED TENSILE ZONE = 3 Jrc
A. EFFECTS OF WIND LOADS IN ACCORDANCE WITH THE AASHTO STANDARD IN THE ENDS AND ZERO TENSION AT MID--SPAN.
SPECIFICATION.
E. f0/N0AT10AIS
8. UTILITIES:

A. TWO UTILITY LOADS OF 500 PLF HAVE BEEN ACCOUNTED FOR IN DESIGN. 1. FOUNDATION DESIGN CRITERIA:

THE LOADING IS APPLIED TO THE FIRST INTERIOR BEAM ON EACH SIDE. A. THE END BENTS SHALL BE SUPPORTED ON SPREAD FOOTINGS.
FOOTINGS.
S
INSERTS HAVE BEEN PROVIDED TO FACILITATE UTILITY PLACEMENT. SEE FOUNDATION LAYOUT FOR
ADDITIONAL INFORMATION.
B. THE ALLOWABLE BEARING CAPACITY FOR THE SPREAD
FOOTING SHALL BE 5 KSF,OR 6.5 KSF MAXIMUM.
C. MATERIALS
EXCEPT AS MAY OTHERWISE BE SPECIFIED IN THE PLANS, ALL MATERIAL
AND WORKMANSHIP SHALL DE IN ACCORDANCE WITH THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES BOOK DATED JULY,2005.
1. CONCRETE:
A. PROVIDED %' CHAMFERS ON ALL EDGES AND CORNERS EXCEPT AS
OTHERWISE NOTED.
8. MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS:
PRECAST CORED SLABS f'o = 5.0 Kol
C.I.P. WRIER$ fc = 4.0 X.1
C.I.P. ENO BENTS f'c = 4.0 Ksl
FINAL PLANS
Revlalon Drown & Date D-ription R.N.A. Drown Ib Dd. 11-riptian Nome Dote Pr.Jmtr T111a•

-
--
-- Dfawn $y: JMH (P/22/06 1. MeaopoGlan DPid
Tal4a
lwssec
FL 82308
THE CLIFFS AT 9WANNANOA SAaet No.

it,
dIWA
12/PP/O6
?? ,
65o
-B9a-ieoo
F
eso
e
a
Bridge #2 GENERAL NOTES
Approved bY: RCf I?J22/06 ey.n..a oina,MC. mc
-nna
-
s eurcomoa county. NaNi cardine e
Ground Llne
a UphillEdge?
?H Othatrs) Rlprop
Ground Ltna
O Cetefllne
Ground One
a Downhill Edge
l
PROFILE
W.P.I End Bent I--\
N = 4988,063
E _ /000D00
k survey
---------- __ --_-.
PLAN
C Brg.
of Creek
I
?W.P.2 End Bet 2
N = 508938
FINAL PLANS
RM.1.a
-- Drawn By
-- Date DeserlDtlon _ - Re hkn D- By gate DeserlpNan Name
- Dole ProJxt: Tl11e:

----
-- Drawn By: k 12y22/D6 1589 Nelwpalilan &W.
Tananasue, FL. 3=8*
HE CLIFFS AT SWA14NANOA
PLAN AND PROFILE SneeJ No.
-
Designed By: UWA /2122/06
J06
FIWLEV Bso-M4-teoo Bridge #2
3
Appfoved ey: RCF 1212 far: 850-894-1814 Buncombe Caunty, NoM Cmolina
NOTES,
1. Fourdallan £awvatlnn aWibe In ocoordace
with the Standard Spealf).U ns.
2• BacbfigMalerldshatibe In m rd=& with
the Standard Speciflcatkns. Bockflll eAoll be
compacted to the DensN required by the
gmlodMakol raper).
3. No More than 10' of Baafflll fatwwred from
DDHom of Footing)stdl be paced uWlhCorvd
Slabs Rave been lhetalled and Cbwels
Grouted In place.
4. /mare/ gulden may be paood orter tallow cored
slabs ore set, tanstoned and grouled.
PLAN
?+--F Brldgo
(SymmJ
y_gr I5'-d I ls'_y i,_y
-L?rOtrst.?r. wr I /-Br)dge seat
?' Joint Flller-?

14''0• 1

3• W
NuleDla•fypJ
pJ I
?

4
1 N
£t. 490'
ELEVATION
'_
FINAL PLANS
Nawsfon Drawn By Date Deserlptlan Rev/sbn Drawn By We Deserlptba Nome Dote pweot: Tlae, Sheel Na.
Drawn by: AMA IZIW06 )?9 Meaopon BNd. THE CLIFFS AT SWANNANOA END BENT I
Tatlahaseae, FL. 32308 PLAN & ELEVATION
Designed Dy.• WA /2/22/06 850-894-ISM Bridge#2
Fax: d50-80x-08 4 auacanine County, uanh C-11a (SHEET I OF 5) s
- FKWUEV
T - 1 - I 1 Aaoraved lm: arv m`I i?pi?
I
A505 (Top & BottJ
(
0190E I o
I £ I

I ? I
L° I y i
?

? I
I
Si I
I

46-0901 a B' (sp- with J190t1
1
1 I
1- ?
------ ----------- -_ . __ _ _-_ -_ . _ ___ -
I I ~
I
I sQ?
50-01601 a 8° (s pod with Jwl)
52-JI901 a B' trop) & 52-J2201 a a' (Bolt)
PLAN -FOOTING REINFORCEMENT
FINAL PLANS
Ralskn Orarn ? Oofs D°urlplfan Ra7s7on Drarn lti DO. Oea°rlpff°n Mama O°la PraJaYr Tlae:

----- 0ravn eyr MWA 12/22/06 tM M.Unpolilan ewa.
Talr
hassee
FL
ax3oe
THE CLIFFS AT SWANNANOA END BENT I Sn°°t k°-

T
Desloned By:
thvA
12i22ia6

r
ed a
.
.
11"osataoo
BridgefF2 FOOTING DETAILS
Approve,! Byr RcF 12/2vos -
Fia? 85688A-1619
u?ncomce covnry, worn coy°im?
(SHEET 2 OF 5)

6
m
r 25'-3. --
--
?
? x
Al904
G904

q 6? n -3
--
3 3
Q
4 ro
m a a I C1905
(spa. W. J16021
ua? '
O N
?
I
$
. .. .. . .. ... . .. ... ... .
71 ' (TYPJ
13'-6' OMEO SL18
E - AY90/ IXA4ELS - d .PA. A 3'-0' = ET-0" -
WING WAR( ELEVATJON AT FRONT FACE
46-AI602 front (Spa. w/ C160()
E-AI601 46-A/9(12 back (Spa. W/ 0190() 2-AI601
ELM
pp
6 A1603 AI601 A1601 A!6(N
A1602 ffronL)& A1902 fback)

m?
m
C160l ffronN & CEBW (baokl
C1601
WING WALL REINFOR?C
EMMATJON
FINAL PLANS
Rwlslpn Orarn Bf Oole Osser)pllon - Revlslan Dram 6y Dals D-r)pllon Nane Dole pp?
P pro)eoft TRler

-- - Drawn Wt 1h/A !2/E2/06

p
A 1589 Mavop h- BIW.
Ta?lahacsae, PL. 32008 END BENT I SAW 0.
THE CLIFFS AT SWANNANOA STEM AND WING WALL
DETAILS
Das(Onec au ,WWA !2/22106 850 894-1600 Bridge #2 .
!SHEET 3 OF 5)
roved 6y: RCF lP122106 N Fax:65DM-1614 Buncombe County, Nosh GarWna 7
It r-6'
A29& L I
LT-
SHEAR Kff DETAIL
a6oz - a90z
A1601 - gppnl
fTyp.l
2' Cl.
fTypJ_
Fiollf raaFabric soured CI601 - - CHW
to aT ..
wall -
N J/90l A
• - C1601 - C220!
Y$7 app v o
J:T h C
/R flll6f /dbrlC
L
J
N-AlWo I'-D' 'To & 80NJ
C1902 JI902
rro & early
STEM WAU. SECTION 12-asos o P-O'
J° 0 Woap MI.
WING WALL SECTJQd _
WEEP HOIZ - FRENCH DRAIN DETAIL
FINAL PLANS
Ralskn Ormvn By Dote Dosoflpltan _ Rwislon Drawn Date Desarlptka Nanm Dafe .J t, TRW
1583 hleuopdilan Blvd. 5nee1 qo.
Drawn l3yr 1M+A 12122/06 7yunacsao. FL 32508 THE CLIFFS AT SWANNANOA END GENT 1
PPA'
_____ Oesfpned Q: {hYA !2/22/06 { 1 Fak B5BP89481514 13-be Bridge
C..y, NWh C..Iba (SHEE9 DETAILS
OF 5) D
_,._.,_..,, rdveC RCF 12/PP/06 Qa?auw eao.u=.

RAW,
a e c d
151-91
AX02 46 14'-0'

_
-
-
-
Z59
1
24
H'-0'

am 75 51-9' !0'
cm 48 51-9' I'-0'

-4--74- 41'1'

am 52 9'-11+ P'-0'

I J.

FINAL PLANS
Ralslan Orewn By Gals Oaiellpl7on Revlslan Orawn ?' Lble Desarl0fbn Name Lbfe
W Pralxlr Till.
! uWA 03/f6i07 OManslon cbrfaCled ! 1586 Mahapoaan Bbd.
_ Drawn BY: AhyA 2122/06 Tauah-aa,FL.3230e
RA
THE CLIFFS ATSWANNANOA Sheol Na.
END BENT 1
REINFORCING
HEDU[£
-
_ __ Approved $': 12/22/06 F®90I"
-
O
1(9 Midge #2 SHEET 5 OF S

_
By:
Approved M,'
RCF
12/22/06 F
aS
4
--n 4-
r"a?+a"o amm.+? Burc bo Co
umy,Nonn cawlm 9
REINF.STE£L SCHEOU[E - ENp BENT t
XARK TOTAL OfXEN5fON5 (ENGTN

A1603 !'b 6'-6' 6'-6°
AfSCV 22 39'-6" 34'-6'
A1902 % !9'-0' 14'-0°

A1904 12 24'-1!' 24'-11°

AP8f11 P9 l5'-9'
AP901 PO

CI902 2 20-6' 2'-0"
CPJOJ 9 ts'-9• P'-0' I6'-B'
01909 6 24'-B' 2'-0' P6'-e+
CI905 18 4`10' 2'-0'
CPBOI Pf 51-9' I1-5' 7'-2•

JI601 IS 32 J.
J?OP IS 32'-3' 1'-6' 35'-3•

JI902 a 11'-5° P'-0'

JP901
BARS a
- BARS C
BARS J
QUANTITIES -ONE BENT
lT£X UNIT
Caxrele fdr Slrucfures - Cldpp a CY.
ACH BENT
!b
Ralnfprcl Sleet for S/ltClures CBS. IP J
NOTES:
1. Foundation Esaaatlon shagbe In accordance
with the Standard Speatfloatlons.
2. BoatfillMatorlalshallbe In accofdanca with
the Slarddrd Syealflootlaw.BaokRllsnallbe
coaMded to the Denslfy required by the
gootooMmol report.
J. No Moro than 10' of Bacbfill !measured from
Batfaa of Footirgtsballbe aood until Cored
Slabs hue been fnstallrd M' D.,els
Grouted In place.
4. Lateral guides may be paced aftor hollow eared
slabs are set, tensioned and grouted.
PLAN
C Brldga---?
fSymmJ
%2' Jclnf Fl(ler
8rldpe Seaf,
bb
N ?
EL 4305'
ELEVATION
FINAL PLANS
Drawn BY+ WA 12/22/06 PPA' "sae tseuapaem, en,d. THE CLIFFS AT SWANNANOA END BENT 2 shnal"'a-
Taliahesse9, FL 3a?08
1 I I I Designed By: dIWA l2/22J06 i ew-ass "soo BridgeN - PLAN ELEVATION
Arun, M Q,,, r-ex: esg-b9n-isa Bwkwnhe Ccuny, Noah C.." (SHEET L OF 5)
OF 51 to
PLAN - FOOTING REINFO CEMENT
FINAL PLANS
isa0 Me6op°ri?en Ord. END BENT 2
__ Orawn By: lBUA 12/22106 PPA
7atlanassae, FL 37308 THE CLIFFS Al' SWANNANOA sneer xo.
Oesrgned Q?: NWp 121221a eso-esa-1600 Bridge #2 - FOOTING DETAILS
Ann nvad a?, acv rzil ezir 1 FB F 85"94A614 ikmw a cowry,Nmn Cwdm (SHEET 2 OF 5) u

-- ??-J" -? c19oa a9oa ? o

n

I ? ? 3
QU $

4'-O° ?O I $ o'
_
T- 0/905
spa. w/ JI6021

? m
I N ? ??fp
N ' fTYPJ
CDR ED SLAB

WIN
G WALL. ELEVATION AT FRONT FAC 2 - A29p OOwfGS - 9 SPA.0 3;'-O'= 27'-0"
96-x602 front lspo. W1 0I6011
E 96-a902 dank (spo. W/ 01901) 2-a6a
eLM
_A1601 i a603 a x601 x601
".' a602 (front) & x902 (dark)

I

? b I

??
I pp pp
l6 b
1 1
C1601ffront)& C220/fdoak)
C/601
WING WALL REINFOR CING
ELEVATION
FINAL PLANS
Rcvlslon Ormm N Mfe Ossorlpllan R.W. 0rmon 4' (late Uasorlptfon _ Name pots
P Prolwtr MW

Drown Byr
1M1YA
l2/P2/06 P
A 1589 Mdropd4an BNtl.
iwianauee, rt aaaoe THE CLIFFS AT SWANNANOA Snao7 Na.
END BENT 2
Desfgnad Byr Nwa l212P106 aso-M ?a
0a Bridge #2 STEM AND WING WAU aETAf1S

----
-_--
rove0
1tCF
12/22/06
0gm.eno ?w.ar -
w s
amca C-., Norm C=h na SHEET 3 OF 51 fY
A29W W
a
i-F
6" -
SHEAR KEY DETAIL
AI602 - - A190P U
Al6W A2M
2' Cl.
IryPJ
0601 -- - G9W
f1YPJ
o Filler Fabric sauufaa J19W 3 a L
1 (a (aa9 a Wall ? ? y4?
N ? U
0601 - Cfl9N
a
J22W i
AA Slane f PPad
(n fl7fef fa?r?e '
JfNI
9-A19W o I'-D' (To & BcItJ
C1902 J190P
10-Al905 a P-0' (To & eon.)
STEM WALL SECTION
?"0 Weop Ho/a
WING WALL SECTION
WEEP 110( - FRE(JM DRAIN DETAIL
FINAL PLANS
nmslon omen 9v mto Dsscrlpftan Ralston Drawn 9f Date D-riptim Name Ma PraJecl: TNIe:
lb6D Ne4o eLi&i BNd. CLIFFS AT SWANNANOA Sheet No.
-- Dravn Bpr !&YA IP/22/06 WPAP D ENO BENT 2
- -- - raoanasaaa.F(.azaoa THE __
0asfgnod Byr 1-A !?/22/06 FB Facse?so9-a9la1sla Bwicomba?Cloudnly, N c carowa !SHE DETAILS
51
I-A u
Approved By: RCF /2/22106,era om?, x.
REINF.STEEL SCHEDULE - END BENT 2
NARK TOTA?C
REO D
p DIMEN
b SIONS
c
d

LENGTH

AM 42 14'-9' H -9
AW2 46 /3'-0'
A1603 26 61-6'
AM 18 34'-6" 34'-6
A1902 46 13'-0 13 -0
A1903 8
AW4 f2 P4'-11
'
A1905 20 W-8- M
AP20! 25 14'-9'
A290/ PO 2'-0' 2'

Cl601 76 5 -9' 10° 6 -7'
cm 48 51-9' 11-0'
CRJ02 2 2J -6 f'-0' P3 -6`

CI9W 26'-B'
Cl905 H 4'-4 2-0° 6 -4
CPPO7 24 5'-9' I'-5• 7'-2°

J166W !9 2 -3 4'-5' 41'-Y
J1602 l4 32 -3' 1'-6'
JIM

J2201 19 9'-ll' P'-0' l3'-1Y
OARS A
y BARS C
I I
BARS J
QUANTITIES - ONE BENT
ITEM UNIT EACH BENT
Concrete for Structures - Class A CY. 95
Raffiforci iig Stew For Struefures CBS. 10 59
FINAL PLANS
w,. a„o„ems gyp. a erm,me _ ama ?,e
Till.
sheet No.
I uwa Os/2s/07 ear-tea dlmwlon Drawn AMA 12/22/06 1588 McBppou. 81w. Prsl + END
?' Tauahascee. FC. azsoe THE CLIFFS AT SWANNANOA BENT 2
Daslpned Dyr AAVa r?/2y06 aso-fis4-1600 Bridge 02 REINFORCING STEEL SCHEDULE
Aparovsd Bv: RCF 1P/22/06 ?.re F- 850-6WI614 Swwmbo CoeNy, Nwlh Carolina (SHEET 5 OF 5) 14
a
M
Bartle!' Parapet
Not Sluwn

E!?2 ? fJps'el
HIXas lfYDJ ? %z' d xS.Transvarse i
I Past Ten ,dng Strand
fn E'B Hale

Q Qrfdpe
wP.pT
Q

ti Jr0 Voids
lfyDJ
-----------------ll--__-____-_-----___J
If_________________-
----------------- ------ -_____J
i
5
9
l51-0' !See Me D /51-D' 1S. 1Wa fl
I
8'-fJ`fClear Roadway)
-

' __
P-0 l2?ID' 12'-10' r-P

p--¢ Brldpa 5

briape Slew Xeys'o be flUal wild
00Sh afternnmrerurdnrlxfor
Transverse SYrwds
AfP1od fE'
%i r-
a I F.G.
Surf ce ? %i

Sea Datall'A'
M. 16
ssm Y?
Stmt No.l9
E?derlw
Cored Slab

Cad-hrPla
Rafter Parapet
S. Dololl'A'
Sheaf N4.16
lmarfw Cored
Slab lfypj ?'xS.Tronsvarsa Cored Slab
PPaadd ro,.dwrrgg
Inset/ SYrard In TWa.Hda ??
TYPICAL DECK SECTION
Banter Pwopd
Mxn
Mots
PLAN - 25'-W SPAN
Arched faoado added.
\-WP.AT
j BRO.
Pf60! o !'4 !Cast
p W/bBaall
aa 6 5, /- Rook face van
and
Y (AAAm othersac
CMd.? ; Cl ?\
ma?yy,, %i Plate
tedpe,fa of.
_
BARRIER PARAPET DETAILS Q
N."
1. Dl--Iw n prveo daces W InWudo rack ranee.
FINAL PLANS
159Y Mayo Prolaatr TIAa:
TalanasreeF FL, 32M308 THE CLIFFS AT SWANNANOA Z5'-0° PRESTRESSED CONCRETE shoat lro.
rw 8su aei,?ra a.-.,b. C-ty NNonn Cwama CORED y? WI- OF 411'-9.1 1S
Tl Do11on R1dra
EXTERIOR SLAB SECTION Baan 2 Placertlnsul m
uf . ?- Nt/UN SLAB
(For Presrsed strand to/a.s SidforHM 9 SEGI ION
9 - ?' J7 LOW RELAXATION
Interior Slab Sedlons) STRAND LAYQIIT
(AUDI Mr. rnl alum)
f'a • 5D ksf
Pd - 4D ksf
A p olf
2%i 0 D-4 HNo - SNrfa?,ro
JI I
I I ?lz•
I 1
I 1
A/9nf0Wejs?I Eloslanwrlo
T-8eor/np Pad
I I
I ?- 1 r-E 6wrlrg
See End BeM fa dafafls. h??l
SECTION AT END BENT
Hoes
r-l"f e
1 Vd
for 4-JI-101
11 END a ran I I ` I P160!
PART PLAN -
EXTERIOR SECTION
Nab , E41.1 Ssd/an s&- -
lntuiv Sedl. awlar arpopl
oaIDP1601 bars.
(Addilknol rdrlacemad
not sfnwN
l
JIM-3
M301 -\
r?• r?•
rd:. 71 . 7! . ?, .
N
7Y,' -:
I
I 7%'
1
t
J/JO/

1 JI3W J
Da ;
(Sae rots 1)
r J/J0l
N301
41303
END ELEVATION
Slawlry &-d o' D"a" Sn"'or
lood/M of DbvciHdes and J1303 J3ors.
(strand (%'ordrd swn)
howls Slab Swdlon :barn - Extsr)w slab
Sedan slMlar wcv# Slxnr KW Juanilm
..qtr
SHEAR KEY DETAIL
Ndo,OMI Slnar ,Yet on Outside Face
of E Z ar ad Stabs.

Hato /a Q %p• p' NS.Transverss Post Tarulodng
Strard elsdlnd wNh a norlro =M. pipe.
Tra js straw Sm Spedal P-1.1 u
___i i_____•y? I - x5"x5"@
fi A I e:: S
Slra?Vlsa
'1" ONSide faced _ ? ? fffl rexss
8 g B ExleRa Cored Slab
(e -y/V- 1141 with grad
ELEVATION VIEW SECTION BB
GROUTED RECESS AT END OF
POST TENSIONED STRAND
DETAIL 'A'
r F/Il tin rcavs wRb Epoq' Mortar
esprlo/N /amddad fa
C 4---1 &at on wMaa
Strand .r
's•
C 4-1 End of Cored Slab
PART ELEVATION AT
END OF CORED SLAB SECTION CC
GROUTED RECESS AT END OF
PRETENSIONED STRAND
Naas,
L MAP" to bo romaad prior to grading.
u
_ FINAL PLANS
Ralston Dear By Data ow.ripllsn ftwUkn Drawn P/ Dots Den:rlptl n _ Noma D.I. PraJeetA Tllla:
! REW J/19/nr DsarllB moved is wheel/9. D/own By:
- MWA 12/Pl/n6 1fiB9 MebopoGlan Dlvd.
Tananassee
FLBZaoe
THECLIFFSATSWANNANOA '?$•-0` PRESTRESSED CONCRETE Shael No.

Dasignod By:
IIWA
lPJ9/06

?
? ,
' a-IwD
=
'
Bridge#2 CORED SLAB (3'-O`K /'-99

(SHEET 2
F

a a-
Ao roved RCF t2/y/D6 .y,o? a„ua,Y
r.
ync &9
0
B941B14 Buncombe County, NarN Caroliw O
4)
I6
_ 54 J1302 (Ea,
Slab UrdH
4 mfrs J/J02_
aYRea.a-
ffrN
to /Q Iko.
t-bM' rat

ra J150 2 O lzm...Clrs. -
4ifIVII I pave/ 4-Al30/l2 lbws. 2 earsiunw PQ Hoe for
Trnsverse Strand

II
I-
-
- _____
----- __________________
--------_. -'-------- -____--_________--__
--A L--------------?--Ir/I Vald 7TYpJ -r-
_
J
III
l'? I ' 1a-ra ? ? 4 a' r urea _ ?'-9yj
GRADE 270 STRANDS
%z• 0 LJl
Arse "-
is or hsaes) 0153
mmdo sraafn
td SYraMI 4<3
_
Addled Preshess
(kl SfreMl J/A
TYPICAL ELEVATION OF 2YCORED SLAB UNIT
/Sea 25' Span L.g'an 51n9151
ksi
- 4A ksi
Ea g

DEAD LOAD DEFLECTION AND CAMBER
--
? ?

? zs 5?n
Camber at Eradton f$1ab den" In place)
•
Ddl.Won due to
ad"fer Parapd and vs
AspboN Wmrlnp Surfaa4
Flnol Camber Sri }
r la r
1 4-4
---------------
PLAN
r
I
/
=-
I&-
2 Pairs
J1301fryR)
Pao
Dow Flan
Not. r
I. Stiff X302 s frupt os -sary
fo debt Transverse Sfrards.
2 J1303 furs rd s/nwn for dairy.
TOLERANCES
o-aepn- •S•fo-
6 -Width

a-
o • "Win
d -P-Ulm of Voids -AdIcW -- V
'/4
4YH per l0'
t-I
e • PasA(on of Vofda -Harizodaf :.?•
Paslllon a Vdd Ends -Laalh)dlrol--
F - S Nodal ar vertu) or d lpndcd akav :r
.1
q •HalzaMalNla-alt-Lln4dlan from a sfrdpM
Ilro pwall fo fir cede ffm of awmbsr
jj•
h • Camber - DNfaredld bhv4en addaxd u at.
h - Camber - Dlfferadld bdwaen Mph and lo,
awmbre of It. same span
1- Position of Dowd Holes - DaRdlm from
Man Position --- Ps' w•• ' anx"

j6• mox.

- '!:

' - `r E e

-

b W/otn- Dlfferadlal at odJQ-W spans
In it. soon drmfurc
Dmrlra Ar-D .U. fray Mane surface
J • Iacaf sff ahrsa
k - HcrizaddPasnlon of no/os for TfaflsW-se Strands
I - vallml Position of hole for Fro-arso Stronda
m - P"Alm of Strands

Yw'
%q' ). la
_?•
SECTION
g B-Inp Pad
LB-I
I I 3•
5 3'
I
Q f' f/ Hdes
L eearlrg Pad
?f
FIXED END
ELASTOMERIC BEARING DETAILS
ELEVATION • Laapth or ad)«xd cared slabs aholl nd differ Fry more flan %4
FINAL PLANS
A.I.I. Dravn By Bala Oxorlptlon Revlamn Drawn ? 011a Desorrpilan
-- Nana Lb/e Pro)ah T!ller
__ _
----- Drawn eye kIWA 12/2106 M9 MaAapo a ewe.
Taeahassee
FL
52988
THE CLIFFS AT SWANNANOA f5'-0" PRESTRESSED CONCRETE
'
' slaver "`-

Desipned A
NvA
12/21/06 .
.
850.&44-1800
MAL"
Bridge #2 DARED SLAB (3
-O" X I
-9")
(SHEET 3 OF 4)
_ Approved By: RCF 12/21/06 o a?wo.w- F"`' 850-894-4814 Buncombe Comy, Noun Gwoww N
NOTES,
BILL OF MATERIAL FOR ONE
2FCORED SLAB UNIT
TOTAL
' TOTAL DIMENSION
(LARK RED
0.
WY. REDO
Er.
a
b
c
d LENGTH
M301 4 4 13'-Y l3'-I'

P/60/ 26

J1301 6 8 Y-9' Y-4'
J4302 70 70 2'd' Y-4' 6-S
J1303 4 4 r---VA' z-e

OUANTITfES
ITEM UNIT INTERIOR EXTERIOR
Rd'ecrcRg Stool Lhs. 330 552
5D ksJ.Cmrsde 01c1 Co.Yds. 36 36
y; D LRSYrmds M. 9 9
yo' AT Lit Strads L.F. 224 224
8/L
ONE L OF MATERIAL FOR
25' BARRIER PARAPET

R TOTAL INMEI(S10N
NA
K REO'0. e D a a LENGT
AISY 6 24'-6' 24Yi'

U(MATITIES
ITEM UNIT
TOTAL
Rddarary S 1
erl
shUduros td9d Lb. 154
length of Battler Parapd V. 24675
ALL PRESTRESSING STRANDS SHALL BE ?-WIRE LIEN RELAXATION GRADE
270 STRANDS AND SHALL CONFORM TO AASHro M203 EXCEPT FOR SAMPLING
REOU/REUENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
ALL REINFORCING STEEL CAST WITH THE CARED SLAB SECTIONS SHALL BE
GRADE 60 AND SHAD. BE INCLUDED 1N IHE UNIT PRICE BID FOR
PRFSFRESSED CONCRETE CORED SLABS.
THE Q)RED SLABS MUST" ALWAYS BE MAINTAINED IN AN UPRIGHT POSITION
WHEN HANDLED. PICKUP POINTS BE WITHIN' 2'b' OF THE ENDS
PROTIDE A raEEP RECESS AT MUST THE PICKUP PDINTSTHE RECESSES SHALL
BE GROUTED PRIOR TD WATERPROOFING THE TOP SURFACE OF THE CORED
SIABS.WHEN BEING STOREDCARE MUST BE TAKEN TO ELIMINATE INTERIOR
SUPPORTS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GRUUTED AFTER THE
TENSIONING OF THE STRANDS.
THE LlW,'- DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FILLED WITH GROUT THE 21116'- DOWEL HOLES AT EXPANSION ENDS OF
SLAB SECTIONS SHALL BE FILIEO WITH JOINT SEALER MATERIAL TO Y/=
ABWE THE TOP OF DOWELS AND THEN FILLED WITH GROUT.
THE JOINT SEALER MATERIAL SHALL CONFORM TO THE REOVIREMENTS OF
TYPE SL LOW MCOULNS SILICONE SEALAMr.THE 2-BACKER ROD SHALL.
CONFORM TO THE RED)IREMENTS OF TYPE M BOND BREAKER SEE SECTION
1028 OF THE STANDARD SPECIFICATIONS.
WHEN COREO SLABS ARE CAST A POSITIVE HOLDDDVN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MINING SIDEWAYS.THIS
SYSTEM SHALL HE DESIGNED TO BE LEFT IN PLACE UNTIL THE CONCRETE
HAS REACHED RELEASE STRENGTH.
WHEN A CONCRETE WEARING SURFACE IS OETALLED ON THE CORED SLAB
BRIDGE TYPICAL SECTION, THE TOP SURFACE OF THE CORED SLAB LIMITS
SHALL HAVE A %"RAKED FINISH.
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENGTH OF NOT LESS THAN SO KSI.
VERTICAL. GROOVED CONTRACTION JOLNTS,Y2"IN DEPTH SHALL BE
TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE
WITH ARTICLE 825-100OF THE STAUDARO SPECIFICAT1001A VERTICAL
CONTRACTION JOINT SHALL HE LOCATED AT EACH THIRD POINT BETWEEN
BARRIER RAIL EXPANSION JWNTS. ONLY ONE L:ONTRACDW JOINT IS
REQUIRED AT MIDPOINT OF BARRIER RAIL SEGMENTS LESS THAN 20 FEET
IN LENGTH AND ND CONTRACTION MAYS ARE REOVIRED FOR THOSE
SEGMFNTS LESS THAN M FEET IN LENGTH.
Pr
1669 Afelropaaea BHA oJxtr
.
TaNahassee, FL 32306 THE CLIFFS AT SWANNANOA
B,w-09a-1000 BridgeN
Fax: Bsae9a-role Bunca??da cowry, Nonh Carman
FINAL PLANS
25'-O" PRESTRESSED TlE,9RETE Sheet Na.
CORED SLAB f3' O" x !'-9 I
(SHEET 4 OF 4)
a
BAR BENDING DIAGRAM
I I
BARS A
BARS J
BARS P
AL Far d/ma t s or P1601 bar See bar bow
ESTIMATED SUPERSTRUCTURE
QUANTITIES
I T E M TOTAL

Number If 25' ErkrhX Coed Nab Uals (24'-td,' eaW 2
Total L&Oh of PS' EAlerlor Carad Skb Uats (LFJ 4975
Number of PS" lidwkr Corod Slob Uals (2Y-Id - mcN B
Taal La 4h of 25' laeHar Corot Skb Uafs RFJ 199
Number or 2v a rr/er Parapat Sedlons 2
Talal Rdffadrg S7ad for 25 Barrlsr Pora6et Sedlcas (LLsJ 306
Total LwWh OF BY Barrfar Pvrq?j Sedloas (LFJ 4975
FJostawlo Bmrl/g (Flad) 20
Elad-lo Bmrl (END awd -
TdolRdlfwcl SfedfV Strudures far! (LbrJ 4052

7 Spaces 0 3'-0'-2Y?0• p-lp '
L (ix3h' 'ffypl Tap of Corad Slab
rsee L>uar'?'cl
%i Plole Se° Nde
I
I
F • 20'!'
L fi%4' Ldge gle ffYW
?
End Budfwing .It
not s/avn for c/arly(
ELEVATION
N&A Richmond ODtsfde face of
F-7 Stnh' Angle Exlerlor Cored
Inserf Slab
Askav
11 _??ead Batts
• I I _?ey7]'
.? u i
0
DETAIL W
C.
End
DETAIL C
If
E14
dgo Angle
L 6x3 ' x; Attach to
E d ent W/ 3-%0
AnaW Bops
%'
/-%Plats
\-L 6x3%j x?"Ladge Arg/e
SECTION A
Note: Provide notch In ang/a I. avoid "nitlat with
Dolts. Provide Z'Wefd each slde of Mich.
FINAL PLANS
Falslon Orarn BJ Date Doxrlpflan Raman Drown B/ Wfo geaoflpflon Namo
lbfe

PP,
PreJeab
Tiller
I FEW 3/YO/ar Sheet added.
MEW
3115107
RA 1 Monopoelar BNd.
Ta569llahassee
FZ azBOe
THE CLIFFS AT SWANNANOA Sneat NO.
ED-lgud
!h A
3/16/07
FIN" ,

-894-i6W
F
8

Bridge #2 FASCIA BEAM DETAILS

9
flCF 3/16/07 roa evywy.? ax'
50-894-1614 Bmrcomb. County, Noah Cerol{na 1
INDEX OF SKEE"
1. TITLE SHEET
2. GENERAL NOTES
3- PLAN L PROFILE
4. FOUNDATION LAYOUT
5. END BENT I PLAN: ELEVATION
6. ENO BENT I FOOT I NQ DETA I LS
7. ENO BENT I STEM AND YII NG WALL BETA I L6
6. END BE NT 1 DETAILS
9. EIID BENT I flE I NFORCI NQ STEEL SCHEDULE
16. END BENT 2 PUN S ELEVATI ON
ll. END BENT 2 FOOTING DETAILS
12. END BENT 2 STEMS WING WALL DETAI L6
13. END BENT 2 DETAILS
Iq. END BEN 2 REINFORCING STEEL SCHEDULE
IS. 3'-0' x I'T•9' PREIT:E66ED CORED:LAB DETAI L6 ISHEET I OF 41
16. 3'-0' x 1'•9' PRESTRESSED CORED SLAB DETAILS IGHEET 2 OF 41
l7- 3'•0° x 1'-9' PRESTRESSED CORED SLAB DETAILS (SHEET 3 OF 41
IB- 3'-0' x I'-9' PRESTRESSED CORED SLAB BETA I L6 (SHEET 4 OF 41
19. FA601 A BEAM DEW LG
SA DLEBR-®OK CONSTRUCTION INC.
BUNCOMBE COUNTY, NORTH CAROLINA
BRIDGE # 4
THE CLIFFS AT SWANNA-NOA
4W-0" CORED SLAB BRIDGE OIL
CANTILEVER ABUTMENTS WITH SPREAD FOOTINGS
a
, )
0
.
c
AP 0
FINAL PLANS
Rn/sl4n OrmJn By Dbl. O.scrlpIN. Revlslbn Drown Ml. Besor/pll.n Nome 0.1. prbJeclJ TI1w

_
Oravn Byr
AIWA
03/21/07
1569 Me.oposWn BNd
Tallahassee, FL 3za0e

THE CLIFFS AT SWANNANOA

TITLE SHEET Shen!No.
DcslNneO Syr IfWA 03/P!/07 ®tl ?r 65"4-1600 Bddge #4
- one 111- 7- 7 F_: 850-894-1614 Bum:omb. County, W.11, Carol 7
A. SPECIFICATIONS E. CONCRETE COVERS:

I. UESIGM. A. CONCRETE COVERS SHOWN IN PLANS DD NOT INCLUDE REINFORCEMENT

A. AASHTO STANDARD SPECIFICATIONS Nth EDITION
2002 WITH PLACEMENT AND FABRICATION TOLERANCES UNLESS SHOWN AS
"
"
,
LATEST INTERIAIS. MINIMUM COVER
.
LOVER DESCRIPTK)N
8. DESIGN LOADINGS SUPERSTRUCTURE - PRECAST BEMIS 2 /n ALL SURFACES

1. DEAD LUADS, SUBSTRUCTURE 3 In IN GROUND CONTACT

A. UNIT WEIGHT OF REINFORCED CONCRETE: 150 Lb/Ft3 2 In ALL OTHER SURFACES
B. BARRIER, TRAFFIC RAILING. 700 Lb/Ff J. REINFORCING STEED
2. LIVE LOADS. A. ALL REINFORCING STEEL SHALL BE AASHTO LI3l, GRADE 60.
A. HS-20 AND/OR LANE LOADS PLUS IMPACT B. ALL REINFORCING STEEL D/AfENS/ONS ARE OUT-TO-OUT.
4, PRES7'RE55ING STEED
3. RAILING LOADS: A. STRAND. AASHTO 11203, GRADE 270, LOW RELAXATION.
A. EFFECTS IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS PARAMETERS.
. - MODULUS OF ELASTICITY: 28,500 Ksl

4. THERMAL FORCES - MAXIMUM JACKING STRESS.- 0.75 fpu

A. Tr.MPERATURES AND TEMPERATURE VARIATIONS FOR DESIGN - MAXIMUM ANCHORING STRESS AT ANCHORAGE. 0.7 tpu

OF CONCRETE STRUCTURES (DEGREES FAHRENHEIT (FI).' - STRAND DIAMETER. 05 In
TEMPERATURE RISE (+)35 DEGREES F 5. ELASTOMER/C BEARINGS:
TEMPERATURE MEAN 45 DEGREES F A. DUROMETER 60
TEMPERATURE FALL f-) 45 DEGREES F
THERMAL COEFFIC0ANT 6040-6 /DEGREES F O. ALLOWABLE STRESSESILOADS
5. CREEP/SHRINKAGEr 1. DESIGN METHOD:
A. EFFECTS OF CREEP AND SHRINKAGE IN ACCORDANCE WITH THE AASHTO A. SERVICE LOAD AND STRENGTH DESIGN METHOD

STANDARD SPECIFICATION, WITH RELATIVE HUMIDITY = 759. .

6. SEISMIC LOADS: 2. MATER/AL STRESSES.

A. MO SEISMIC DESIGN WAS COMPLETED FOR THIS SINGLE SPAN BRIDGE A. ALLOWABLE STRESSES ARE IN ACCORDANCE WITH THE AASHTO STANDARD
. DESIGN SPECIFICATIONS FOR ALL MATERIALS SHOWN IN THESE PLANS.

7. WIND LOADS, B. ALLOWABLE TENSION IN THE PRECOMPRESSEO TENSILE ZONE 3

A. EFFECTS OF WIND LOADS IN ACCORDANCE WITH THE AASHTO STANDARD IN THE ENDS AND ZERO TENSION AT MID-SPAN.
spml,ICATION. E. FOUNDATIONS
8. UTILITIES, I. FOUNDATION DESIGN CRITERIA:
A. TWO 07 ILITY LOADS OF 500 PLF HAVE BEEN ACCOUNTED FOR IN DESIGN.
THE LOADING IS APPLIED TO THE FIRST INTERIOR BEAM ON EACH SIDE A. THE END BENTS SHALL BE SUPPORTED ON SPREAD FOOTINGS.
.
INSERTS HAVE BEEN PROVIDED TO FACILITATE UTILITY PLACEMENT. SEE FOUNDATION LAYOUT FOR ADDITIONAL INFORMATION.
B_ THE ALLOWABLE BEARING CAPACITY FOR THE SPREAD
FOOTING SHALL BE 5 KSF, OR 65 KSF MAXIMUM. THE CAPACITY
C. MATERIALS SHALL BE VERIFIED BY THE GEOTECHNICAL ENGINEER WRING EXCAVATION.
EXCEPT AS MAY OTHERWISE BE SPECIFIED IN THE PLANS, ALL MATERIAL
AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATI)NS FOR
ROADS AND STRUCTURES BOOK DATED JULY,2006.
1. CONCRETE:
A. PROVIDED f," CHAMFERS ON ALL EDGES AND CORNERS EXCEPT AS
OTHERWISE NOTED.
B. MINIMUM COMPRESSIVE STRENGTH AT 26 DAYS:
PRECAST DARED SLABS Pc = 5.0 K.1
C.I.P. BARRIERS 1". = 40 Ksf
C.I.P. ENO BENTS f'G = 4.0 X51
F_ BEARING PLACEMENT
SEE BEARING DETAILS FOR ADDITIONAL INFORMATION.
6. UTILITIES
DATA CONCERNING TYPE AND LOCATION OF UNDERGROUND AND OTHER
UTILITIES 15 NOT GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE.
THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATIONS
AS TO THE TYPE AND LOCATION OF UNDERGROUND AND OTHER UTILITIES
AS MAY BE NECESSARY TO AVOID DAMAGE THERETO.
H. ABBREVIATIONS
Brg. - Bearing
Batt.- Batton
C.I.P. - Cast-In-PMce
Cl, - Clmra .ICover
Count. it. - Construction Joint
E.F. - Each Face
Elev. - Elevation
Exp. Jt. - Expoaslan Joint
Eq. - Equal
F.F - Far Faoa
FFBW - Front Face of Book Wall
M.F. - Near Face
PGL - Profile Grade Line
spa. - Space
Sta. - Station
symm. - Symairloof
TYP. - TYPI-I
U.NA - Unlass Noted Otherwise
FINAL PLANS
R WOO Drmra ty Data Dascr/ptlOn RMSIOn Dram Ly Deis Daurtpl/an Nana &t. proJooL• Tllla,

--- -- JMH 03130107 pp"A 1569 MclropWilw &vtl.
ia6ahaasaa
Ft..6z+oe
THE CLIFFS AT
SWANNANOA SnaeR Na.
. - _ Designed Byr MWA 03/30/07 ®n ?.0 .
850-894-1600 Bridge 44 GENERAL NOTES
APPrOVad BY.,
RCF
03/30/Of
Fm: BSD-B94-16tH , N.Uh
Buncombe County, Nnnh Ca:dina
p
510
$ Brg. ?'
OJO
505 ? ery. '1
-' 500 I _-_??_ Orf?llllEdpe
Ground line
495 Q Cenrorilne
Bottom of Footing Elev. 494' GrN??Ind Ong
m PfWnhlll Edge
490
485
PROFILE
Bottom of Footing Elev. 483'
480
fE Brg. 38'-!Brg.

W,P.1 End Bent/ \
N = 4960569
E ° 1015.000 \ W.P. 2 End Bt e
9vrvw N = 4999.438
E _ l015DW

\ of Crook

"'--C of Creek
PLAN
FINAL PLANS
Hevlslan Dravn 6y Out, D-rlPtlon Nalaron D,.. By D t. DascrlpNan _ Name DO, PraJah TNIo-
_ Drown By: dhyA 03/16/07 15e9 tde6op01itan BNd.
TalWhascea
FL 3zfoe THE CLIFFS Al SWANNANOA Sneer Na.

--" ,
D.1jined By: kWA 03/16/07 FIN" 850894-1600 Bridga#4
FIN V F PLAN AND PROFILE
a :850-691-161a Gunccmbe Coune/, NoM C3?olav
Approved Be. RCF 03/16/07 rrn?n.u om?,.n?.
11 3

NOTES
SPREAD FOOTING SUALL HAVE AN ALLOWABLE
BEARING PRESSURE OF S KSF SUSTAINED, AND
69 KSF FOR SHORT TERM LOADING.
SEE SHEEIS 5 AND 10 FOR FOOTING DIMENSIONS.

,
\

\ I £
=
f Survey-- N
4999 436

-A - _ ____ _ -
_
_ __- __
_ - _ _ _._ __
_ E = 05.000
1 \
WP.I End &.I t
N = 4960563
1
E 1015.000

1 2
,
END BENT l
END BENT 2
PLAN
_ FINAL PLANS
?alslon Orpvn By Lblo Dopallpllan Ralslan Drawn dy !late D-rlpllon Noma Lbie Pro)eotr Tllle:

-- Oravn By: -A 03/(6/07 1589 Metropolitan Blvd.
rauat,ae,ee
R. 32308
THE CLIFFS AT SWANNANOA t
OeslOned By: A1Wq 03/!6/tTI
I ,
eso esalwo
1600 Bridge #4 FOUNDATION LAYOUT
H
,.?_ _ A round Byr RCF 03//6/W F Faz:850-
1a 1L,ncombe County, Nnnn Cmaina
NOTES.
1. FounrMflon Eacwollan shall be In oocordamo
wllh the Standard Specifications.
2. Baokffllklaferfal sball be In O rdarco with
the Standard Sptlflmtlons. Backfill aWl be
compacted to the DensW required by the
gwlachalcal report.
3. No More Man 7' of Bockfill (m-rod from
Bottom or Fwtlry) shall be pieced until Cored
Slabs lave bath Installed and Dawdle
Grouted rh place.
4. Lateral 9.1das o my be plooed after hole. cored
slabs are set, tenstanad and grouted.
r -f Bridge
f4m i
l'-d$is` 1'-6'
V-5
4?1KST.11 . W/ I age Seat
rKf?? Etev.05J9'
%, Filler
`P thvJ
Q ? ? I 3' Ofa. weep `?,
" I (tole ttyPJ?_N ?
a I EL. 494'
ELEVATION
FINAL PLANS
Drawn By. ABYA 015Tae89afwasee McSapol4an BwaTHE CLIFFS AT SWANNANOA ENO BENT l sneolxa.
R.3
PLAN & ELEVATION
Deal9ned By. MWA 03/PP, 850-694-16ee 2368 Bridge #4
I I 1 I I I A-1 r4 nrF nv?nrm ® v Fax: [phone] ea,combe G. ?,y,WIM G-Wo LSHEET L OF 5) 5
,1 1
?JS /T
0p & Bpyy+MU
/

d

/ Q

-
----- -
'
------------ ------ - -------- --
_ 49-CIB010 8
(5XaW with J1901)
51-CI6010 8° (spaced with JI901)

PL 56-J190/ 0 8e (Top & B.tt.)
AN - FOOTING RMFORCEYENT
FINAL PLANS
Rcvfsfon Drove 8y Date Daaorlpffon Revlelan Drawn By Mh Ceecrrprlan Nmne Dora
P
P rfl/.
Drawn IA 03
P
A tsea ueo- HE CLIFFS ATSWANNANOA END BENT l
DeslyneA &t INIa D3/v/07
® -16
B5D-09A7000 Bridge #4
F FOOTING DETAILS
Approved Byt RCF 03127107
e??oy?a a+aw.uK. F- Bso-esa-rata &-.b. C-py, NoM Ca,oena (SHEET 2 OF 5) 6
WING WALL ELEVATION AT FRONT FACE
WING WALL REINFORCING
FINAL PLANS
-- --- _ re ea:
__ _. _ DTavn t669 MetrapoYWn BIW. Snc:.! No.
-- - -. - By: NWA 03/P7/Ot 7alalwssee, FI. szsoe THE CLIFFS AT SWANNANOA END SENT I
Designed By. MWA o3/?/rn eso 694-i9w Bridge #4 STEM AND WING WALL DETAILS
Fax: [phone] B.....Nw Cwn , North Ga,di- (SHEET 3 OF 5) T
Annmva.-l A- tY T"',
f wo(ISBWT°d
1* `to"ni3?'w
WING WALA_ SECTION
7589 MatropoNtm BNd.
'teuew-. Fl. ,,.Me THE CLIFFS AT SWANNANOA
1:90-8941600 Bridge #4
F_: 85O-094-7814 8--,b. County, NaNi C..lh.
FINAL PLANS
T711e1
END BENT I snaerra.
DETAILS
!SHEET 4 OF 5) e
WEEP HOLE - FRENCH DRAIN DAL
((o0 & Barr.)

C1601 76 5' 0' los 51-10.

QUANTITIES - ONE BENT

FINAL PLANS
Rwfslan Drawn ay Dale Oucr/plion Rw/slon Dra+'n B/ Oote OescrJpllon Nane
LI M, Nla Propch TBlar

- Drawn e» 03/27/D7 rase Mevopclnan BMi.
Talahacsaa
szaoe
THE CLIFFS AT sWANNaNOw END BENT I sn.al xa.

Daslpnad Byr
Nwq
03/9/D7 ,
®g??y,r/ eso e9a-iwo
?
Bridge #4 REINFORCING STEEL SCHEDULE
(SHEET 5 OF 51
9
Approved RCF 03/27/07 ynewy b Fau: a50?9a-i61a
s Buncombe County, N.Wv C..Ik,a
RELNF. STEEL SCHEDULE -END BENT L
NARK TOTAL DIMEN SIONS

REQ D
o
b
o
d LENGTH
A1601 33 10'-J` 111.
A1602 97 B'-6' 8'-6"
AAi03 26 6'-6' 61-6'
A190! 14 36'-3'
A190P 47 8'-6' 8'-6
A190J 4 !3' 7' /3'-7'
A1904 12 2/'-7'

A1906 PO b'-3°- 101-3"
A2901 PD 2'-0°

CI90I 71 61-6'
P
F16DI b " b' p'-6'
FI60P b I'-6' fi'-0•
F190! l0 P'-0° 5'-0`
-
FBI601 b 19'-
al
66 '-6' b' 21-6 221-2'
FB1602 10 19'-6' Y-6' 5' 11-5' 21-0'
F6f9W 9 /3'-P' 5• t'-5' 15'-2°
fB190P 6 21'-P• '-0' P.3'-P•

J190/ ill 5'-5• P'-0` 9'-5'
JN02 3P 61-P' P'-O` ID'-P•
r `-? 6LL.
BARS A ? a
BARS G
L? rl ld
BARS F -y BARS FB
I
BARS J

ITEM UN1T EACH BENT
Concrete for Structures - Cfass A CY. 65
Ralnforel Sioe(far Structures 185. RJ9?

T

/ > /. NOTES,
>'y, 1 1. FauMoflan Exaavarlon ball b. In acmrdoroe
with ths-Standdrd Speolfioatlons.
b
M
d
2. BaWflktoterfWshall
s
aceor
axo with
the Standard SWflcotlons. 8ocklll/shaft ba
'
0 c.q-td to the Dens/h/ requ/
red ty the
%
- geotechnlaal rmport.
% 3. Na More than 10' of Backfid(measured from

?'6^ t
r'
Q Bottom of Fooflao shall be placed until Cared
Sl
b
h
I
t
ll
d
d D
l
b
`
> an
a
s
ave
een
ns
a
e
owe
s
Grouted In place.
4. Cateratguides ma/ be placed after hollow cored
° slobs ate set, fenslaned and orout d.
Q M

rs%/
fs• 9, "

rss,
PLAN
H Bridge - o
(SymnJ
dotnt Filler
I
CONST JT•w/
T Bridge Seat
K/,11
° I E1er.501J9
I
I

I
I
o -?

a ---
W?

ep
H.I. H°arp.)
? (Q•pJ

°
4
EC. 983' M
ELEVATION
_ _ _ FINAL PLANS
Holston Orarn S/ Data Descrlptlon Oars oasertpflon ??? Noma Gore praJacl
47 7ftla.•
m
i
? tsmu Metro mneo EWvd
Drown io- kIIgA
- Utah ;
" s.e THE CLIFFS AT SWANNANOA Snaet No.
END BENT 2
_
,
Designed &e AM'A 09/30/(7® F
w9
i
Bomgry
I ELEVA
P(SNEET 1f OFT5?N
t

_ - _ e
4tsi4 Ganaamna
m ca,auna
- -- --.- _
B5
Approved f7CF 03/30/ E w+ r?w.oK fo

FINAL PLANS
Prolwlz TIIIA
1589 McVOpolllen &vtl. Sneef No.
Tullanassee. FL. 32386 THE CLIFFS AT SWANNANOA END BENT 2
esae94-ieo6 Bridge #4 FOOTING DETAILS
Faz: 850-894-1614 Buncombe Coumy. North Cuolkw (SHEET 2 OF 5) u
N
/
A1904
FB/902

I
l
? ? l
F160) v l
w

°
'
-4
14
Q CORED SLAB
_ 2 - A29 MVEtS -19 SPA. o 3'-I%' = 29'-41 °
Lot 47-A1602 ($Pa. W/ 01601)
h 2-A1601a 47-A2201 bock (Spa. W/ C2200 2-A1601a
WING WALJ ELEVATION AT F RONT FACE
A160/a
A7 A16031a-mJ a j! A1601U AI60Ja

F190
a $

QN
q
b b

pp
Za 3
?l
M .M?
o
O
T
ti

1601 tfronN& C250f (ba
WING WALL REINFOR CING
ELEVATION
FINAL PLAN5
Rwlslon Drawn BI Dale D-r/pt/on R.I.W Dram By Data D-rlpflan r j.tr
"' -A BNd
-=
THE CLIFFS AT SWANNANOA
END BENT 2 Shoot Na.
4 Bridge #4 STEM ANO WING WALL DETAILS
(SHEET 3 OF 5)
03/[7/07 Fr'pu'vip? h: Fac'85&-894-161d 6uncontEe Caunly, North Corol lna /2
AI602 ffronfl A220/ (back)
&
I
?
I
I O
h

3
I b
4
1'
I
I

/601 $
O
Y
4
STEM WALL SECTION
WING WALL SECTION
FINAL PLANS
Drawn BY: b1WA 03/77/07 ?? 4lad eh,d, sneotxa.
- -- ------- rauana-aaea•FL. 3239e THE CUFFS ATSWANNANOA ENO BENT 2
--- ._--,-------- - Dastgned 8y: prp 03/„io7 ® F-S 5a 0 894-1-1614 &r¢on,ba Coupe ff4
Carolina (SHEET 4 OF w
Ia
a,,.?moan w.. arc H Nonh
WEEP HolE - PRE CH DRAIN OETAIL

22 21-310

A900 P 13'-6"

ITEM
UNIT EACH BENT
__

FINAL PLANS
Rerlalan Orarn Br Lbia Oasarlplfon Rwlsfon Orarn B/ Dale Deserlp/lon Na.,
e
i Protect T11/or
Drwn By: AIWA /07
--- -
? 1699 Mevopolsan elva.
32368 THE CLIFFS AT SWANNANOA
Tallahassee
FL END BENT 2 Sbeal No.
Deslo-d By, AIWA dq,
, .
.
ea?aa t Bridge #4 REINFORCING STEEL SCHEDULE
roved RCF ?07 ?o?a? Oro p e Fax; 850.894- 6 4 enncanhe romry, tk nh Cantina !SHEET 5 OF 51, H
REINF.STEEL SCHEDULE -END BENT 2
MAR TOTAL O1NEN IONS
K
REq D
o
b c V LENGTH
AI601a /4 /fi -9"
Al6016 /4 !6'-7' vorles f6'-7
Af601o to l5'-4' to !5'-9'

A/603a P6 6'-6° vorles 61-6•
Al603m 1. 7'-6" M

A1903 B p-B' p'-B'
Aga4a s 0-8'
re'-B

AI504c P W-01
Afeos a p'-e ro'_B•
A220! 47 _ 14'-!I" 14'-ll'
AZ5Wa 2 16'-B"
A250I6 !9 16'-7" varies l6'-T
AP5(Mo Po l5'-4" to 151-4'
A2901 2D 2'-0'

C1601 7E 5'-6" to,
6'-4
C2201 51 6 !'-0'
C25a /5

F/fi01 76
F/602 !6 / -6' 5
Fl901 B P'-0' 7° I'-!I' 12`-6°
F190E 6 20'-6'
FI9D3 E 2'-O' 3• Y-9' /9'-E•

F816(N l6 p' E'-6 PP -P'
FBI602 16 19'-6• I`-6° 5° l'-5' PI'-0"
FB19IX 16 31-0' 11-0' 7" /'-N° 5'-0"

J28C11 57 ro'- P'-0' /4'-3•
JPSOP !2 Il'-P' 2'-0' l5'-2"
bL?I
BARS A F-
p\?\ BARS C
BARS F BARS Fit
BARS JJ JJJJJ???111...
41/rLYTITIES - ONE BENT

Conorefa for S7uctures - Closs A CY. 90
Ralnfaroi Sfael for Slrucfuras ($S. 10,600
Jq ld ' Uan h at Caed Slab U V)
Barrle=Porapel NN S/avn

1 ??y,vdas
r_____-----_..1, I___--______l
L_________.,_ 111_____I, _
___--_---__ I I_______-___ I
r +
L_______-___I 1a___________ J
Bottler Par-pal Not
Stew,
PLAN - 90'-0° SPAN
1
1
1m? ,
? ? Q Y8' 17 flS7ransverse
Past TensloNrp Strand
1 In zd dale
5
9
Sae D.1.11 W
Sled No. 16
!alga !e ?yp.)
S.
Goo J 6
Steel Nal3
Cared d Slab
15'-0'lSee role lJ W-U(See role h
I
27',8'(C/ear Roudway)
r? !z-Ja I lz-la r -a

r-¢ Brlago g,
Y a Stnor Kvry to be fitted with
p!oN offer f!rollens'w'v of
TransVarse Strands
WA?? I F.G.
!z
lz
Smfaao
- © - © (9 ©6 © a fl - _ -
?---interior cored
%
Slab fry>u 'HS.Trans m
Wart Pad Tensioning
57rord In 2'Ola.Hda
TYPICAL DECK SECTION
CastilrPlace
Barrier Parapet
ffypj
5. Ddfl
Shoot No.l6
Ea7arla
Cared Slab
-/,5011
to,d rv47e
BARRIER PARAPET DETAILS
Nd"m
I, Dllaanslon gain does rot Include rank vaneer.
2. For variable almenslans,a. Sleet If.
FINAL PLANS
Ra,mfun Drmvn by talc Dasarlptlan R. /on Drawn ib, Dote Desalipt/an

Drawn Rya Name

dAJH 03/?J/1017
Olvd

Wd. rq f.- Tiller

90'-0" PRESTRESSED CONCRETE Shael No.

Designed ty:
1M'A g
pl fir/
osa asn-l6ag THE CLIFFS AT SWANNANOA
Bridge 174
CORED SLAB W-Os x P-9")
H
Fax: 850-894A614 Bunn- County, NoM Carolina (S
EET I OF 9)
15
¢ Oo7lan klcfrnad F-5 j•Ola,-1 '12
Theaded Insert a 4'spudrg for
Bean 2 Placs Insert on OplxaMte 40' INTERIOR SLAB SECTION
EXTERIOR SLAB SECTION Side tar Beam I V1 N( LOW RELAXATION
lFor Plasiresaed Strand IrynW,sea -- R
lydorlor Slab SOW=) STRAND LAYOUT
W301 burs rxd slxxvN
,Fr-, --5,0 ksl
Pd • 4.0 *at p BOND SHALL BE BROKEM ON THESE STRANDS
FOR A DISTANCE OF 6 IFT FROM THE
END OF THE CORED SLAB ON?.
J1303 -
• " c J/301 -?

7Y,
z Iil"a° •• I r-r
r I i II 7?2'
JI301 ??`- --
.
III. '..
I.I'F
?- .

(Sea note 1)
? J1301
T '001-/
N301
J/303
Has fw ¢ Yy d NS.Transverss Post Tenslom w
Strand stealled with o non-wrosive plpe.
Transverse Strand S. SpeWWPralslans
•$? _ _ J t _ _ _ _ .Q ! L Strand Vise
® OWslde face d • •• Fill r-
B g B Exterlar Cored slab wllh prow
9:
ELEVATION VIEW SECTION B-B
GROUTED RECESS AT END OF
POST TENSIONED STRAND
OEFAIL M
Haas
I1 Liz
?%? ? D'xvd /Iota
9
L --- Vol s
? i
I
1 I
A9901 Oave/s I £loslonrerfc
1 I I Beorrnp Pod
1 _
k- J Bearing
Sao End Belot for detal/s. ('-
SECTION AT END BENT
END ELEVATION
Slnwlnp plao"Idd %ble Stirrups
1anllan of LbwdHO" aad J1303 Bars.
fraw fuynWnot shwN
Inf-H, 515 Sadlon slnwn - Ederlar 51s0
SaWAa similar -W Steor Kw lamllan
• ?4
SHEAR KEY DETAIL
Nds :OMlSimr Keryy m Oulsfde face
of Exlerlor C MW Slobs.
Flf/ f1e ra
Ey r
2

ospactany
=
1P
C ?t- opNlcatlau on verllml
surfocar.

Predress -
1
L Strand
__ •e.
C ®J EW of Cored Slab
PART ELEVATION AT
END OF CORED SLAB SECTION C-C
GROUTED RECESS AT END OF
PRETENSIONED STRAND
tides:
AiL l Plow to be r-od prior to prwft.
FINAL PLANS
Rurlsf°n Drawn By Pots Peserlpflon Rwlslon P,•mrn By Ibis Desorlpflan Nome W. W-A Proje hl I T1tie:
Brawn By: JMH 3/2//W 1569 MaVOpo0lan elva
TaOahasSee
FL3z308
THE CLIFFS AT SWANNANOA 90'-0" PRESTRESSED CONCRETE sne°fR°-
Oeslpned By: AfNA 31PJI07
! ,
660-6.94-1660 Bridge 44 CORED SLAB LJ'-0 X /'-9
(SHEET
OF
)

_

roved By:

RCF

/2I/0I
03

u,wwn ago. n_
eso-ese-161s
Caron,.
B-nbe County, W.
2
4
l6
PART PLAN -
EXTERIOR SECTION
Note : Ell Aar 51,11on sluvn -
."..r.
,,t;_ Sedlon slnil. exocpl
.
(Ald/flanl llforceawxd
net stewn)
_Bi JlJ02 (Ea.
Slab MY)
4 pairs J1302
?yp.a .edl
-&-L
(TYN
Bra. _
Gavel fkiles
42 pdrs J002 a /YNax.cl-
rj, 0%
_
12 1-2-'
II
?Y//.,a d Gave/
1 /da
s ?YN 4-A/30112 !Ines.

P Bars/L/rel 2O We fr_

Transverse 94-or-
i
II I - - ------ ------ ---1 r ----
- - SWIw /s ---- _ _
N ?'-
- r-- /Ylk vdd fr _ _ I
I
r I

!r-4• ?r-7/
r-4•
GRADE 270 STRANDS
d L.R.
Area
(Spume
Inclcsl 0153
_
k1pY p Se trotrand)
f s
d! _
1
( ! Per strane01alcd Pfeslfass
3!D
TYPICAL ELEVATION OF 41Y CORED SLAB UNIT
(Sae AY Span (pouf Shed 15)
Ego
DEAD LOAD DEFLECTION AND CAMBER
%z'ALA
Strand
40' Span
Camber at Eradloo (slab done /n plow) s?. }
Deflection due to
Barrier Paracet and
Asplatt IVCar/no surface
s =
Flnal Comber
r Ky
1
1
1 _________
PLM
1
I
..------------------------- l
g...
(TYPJ
J1301 fryN
6'to N Br
Dav Ades
Notes e
1. SNft J130E dlrrups as lmcassary
to tlear Transverse 9Yaodr.
Z Jl303 bars red sire n for Uarlry.
TOLERANCES
a • DApth w
b -Width -- _%•
o • Length :v., per ly
d • P. Nan of VNds - Vdlool L •
e - Postilon of Volds - HWIZ.&a! s. •
Pus)Hmn or Vdd Cods -tmgltudlnN t r
f -Square Erds - nwldlon from square
lfa'lzWal a
r veWest)W daslgnatod skow V9
y
a-N
lON
da?Afa
,t,
Nne
t oeNe ne,fmo
r
h -Camber -LDrfor.W.1 botWoan adja.W unl/s %i Per 10'.V mdX.
h -Camber - Dlffare wat between N4h and low
a
?.l danbefs of t1n same span -
P06111. of &../NWes -D.W.11m from
plan poslNon Yi
Width - erdldar odlawN spare
In He same oma s lruoh a
e B4W11a Area-DevMlan from ;tare surface .
f • Loral 51vdfnese %i in 0

b R • Narizoudof Palo of of Was for TrmuvWSt 5t&
I • VeRlcal Podtlon lutes far Transverse Strands
m - P.M. d Strands

: V4.
SECTION
q Beorl, Pad
I,
3•
f%-? Holes
- Bearlrg Pad
m
fi
FIXED END
ELASTOMERIC BEARING DETAILS
ELEVATION c fergfb d adld-t -,d slabs sM1 red differ IW mute then %4 . FINAL P L AN$
R=W Woo
-- Drawn Rf Gale
--- 0-rfpilon Rnlsfon Drawn By 0bte Oascrblbn _

Drawn By: Name

JNN Dufa

03/ZJ/07

1589 htebopdi
BWd
.

ProleaN

TT
40'-0" PRESTRESSED CONCRETE

hear Na.
'- - --

Deslaned
By,

VJA

3/2//07 .
TeUa L
-1600 08
fib 9
eso- e?taoD
F
85
18
4
THE CLIFFS AT SWANNANOA

Bridge #3

ORED SLAB (3'-0° x I'-9
")
(SHEET 3 OF 4)

?._?..
Approved ey: RCF
03/2//07 a
14
0-89
-
?a4==Me afl?.ur. Bo-,b. Co.*. Nana C-11- ?
NOTES:
ALL PRESTRESSING STRANDS SHALL BE 7-WIRE LOW RELAXATION GRAVE
M STRANDS AND SHALL C016'FORM TO AASHTO NZOJ EXCEPT FOR SAUPHNG
REOUIREMENTS WHICH SHALL BE IN ACCORDANCE WITH THE STANDARD
SPECIFICATIONS.
BILL OF MATERIAL FOR ONE
40' CORED SLAB UNIT

A" TOTAL
RC= TOTAL
REQ'D D/AIENSION
E

INT. .
EXT.
a
b
d L
NGTH
A13G 4 4 20`41

P1601 41 ® 8=2'

J1301 11 8 Y-9' Ni' 9' S
J1302 /00 IOD E-Li' S-5'
J130J 4 4 Yi'/2' 2'-6 6-10'

OUANTITIES
ITEM UNIT INTERIOR EXTERlOA
Rdrdwulrp Stool Lb.. 459 808
510 Asl.C=rd. (T'd Cu.Yds, 55 55
12' 0 LR.SIr w. N. Il 16
f' 0 LR:Slrands LF. 638 638
BILL OF MATERIAL FOR
ONE 40' BARRIER PARAPET
MARK TOTAL
W OD. XD. DIMENSION
a D d
AI60I 6 3.7-6 39'£'

OUANTTrIES
IFEM UN? TOTAL
RHNordtg Sled iw
SlrL/cturas (Hrlagel !ES 248
Lerglh of Barrier Parapet LF. 39875
,ILL HEINFORC116 STEEL CAST W!i"H 7HE CORED SLAB SECTIONS SHALL BE
GRADE 60 AND SHALL BE INCLUDED IN THE UNIT PRICE B/D FOR
PRFSTRESSED CONCRETE CORED SLABS.
THE CORED SLABS MUST AUYAYS BE MAINTAINED IN AS WRIGHT POSITION
WHEN HANLXFD, el-c IIUP POINTS MUST BE WHHIN 2'% OF THE FNOS
PROVIDE A /'[JEEP RECESS AT THE PICKUP POINTS THE RECESSES SHALL
BE GROUTED PRIOR TO WATERPROOFING THE TOP SURFACE OF THE CORED
SLABS WHEN BEING STORED. CARE MUST BE TAKEN TO ELIMINATE INTERIOR
SUPPORTS,
RECESSE5 FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
THE 2%- LXANEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FILLED WITH GRUUL:THE 21/2'- DOWEL HOLES Al EXPANSION ENDS OF
SLAB SECTIONS SHALL BE FELLED WWII JOINT SEALER MATERIAL TO 1Y,'
ABOVE THE TOP OF DOWELS AND THEN FELLED WITH GROUT.
THE JOINT SEALER MAI ERIAL SHALL CONFORM TO THE REQUIREMENTS OF
TYPE SL LOAN MODULUS SILICONE SEALA17. THE Z' -BACKER ROD SHALL
CONFORM TO THE REOUIREMEMrS OF TYPE M BOND BREAKER. SEE SECTION
1024 Or THE STANDARD SPECIFICATIONS.
WHEN CORED SLABS ARE CAST A POSITN£ HOLD-aft SYSTEM SHALL. BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MWING SIDEWAYS. THIS
SYSTEM SHALL BE DESIGNED TO BE LEFT IN PLACE UNTIL THE CONCRETE
HAS REACHED RELEASE STRENGTH.
WHEN A CONCRETE WEAR14G SURFACE IS DETAILED Oil THE CORED SLAB
BRIDGE TYPICAL SECTION THE TOP SURFACE OF THE COREO SLAB UNITS
SHALL HAVE A X" RAKED FINISH.
THE TRANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHALL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENSI-H OF NOT LESS THAN 411 KSI.
VERTICAL GRO IVED CONTRACTION JOISTS.h"IN DEPTH.SHALL BE
TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE
WITH ARTICLE 8254018I OF THE STANDARD SPECIFICATIONS A VERTICAL
CONTRACTION JOINT SHALL BE LOCATED AT EACH THIRD PONT BETWEEN
BARiUER RAIL EXPANSION JOINTS. ONLY ONE CONTRACTION JOINT IS
REQUIRED AT MIDPOIIrr OF BARRIER RNL SEGMENTS LES$ THAN 20 FEET
IN LENGTH AND NO CONTRACTION JOINTS ARE REOUlRED FOR THOSE
SEGMENTS LESS THAN 10 FEET IN LENGTH.
Oescrlpllon
FINAL. PLANS
ProJmh
1589 MatU0ldao BNd. 40'-0" PRESTRESSED CONCRETE
Tallahassee, FL. 32306 THE CLIFFS AT SWANNANOA 718e:
Bridge CORED SLAB (3'-0" X 1'-9")
eso-e94-teob #4
Fax: [phone] B._nt be Countd, NotN Catalina (SHEET 4 OF 4)
Sheaf No. d
W
BAR BENDING DIAGRAM
I 1
BARS A
0.
A
At G
BARS J Tv 4 _ J'
BARS P
® For d/mans/ass or PI60Lbar S"e bar bend.
ESTIMATED SUPERSTRUCTURE
QUANTITIES
ITEM TOTAL

Mamba- d 40' E darlbr Cored Slab UNts 039'-die aadd 2
TNol &eVh of 4V Exterlor Coral Slob UNts (LFJ 79]5
ma.w of 40'INerlor Cored slob UNts (39'-/X/7• _.N 8
Total Len91h or 40' Iderlor cored Slab UNIS (LFJ J/9D
Number of 40 Border Parapet Sodione 2
TdaL wilwdrg Steel for 40' Bonier Parapet Sedlons aw 496
Trial h td 40' Sorrier Para t Seellons UFJ 7975
Elodamrlc Sawing IFlxad) 20
Fie"l a. Bear/ (Exoonsluo)
-
Tdo/RelNor0a Sleelror Strudures (Bridge) (Elul 5288

L-:?A
nd sinvn fw d
SOUTH BATTER DETAIL
BL
i
Lf5e6xeDefollCl 3%j A"rypJ / r-Top of Cored Slab
/? Plofe
See Nate
A ? I
j:? - - - - - - - - - - -- - - - - -
R - 53'-r
L 6x3%z x)k' ledge Arglo ITYN
a?yl?
s 6 6'-r/, rs c NORTH BATTER DETAIL
ELEVATION
DNslde fore of

oyton Rlalxrond EMwlw Cored

lob

ch r
L 6x7%' x' 3- q:lg
/z
er EM Sant w/
F7 ShcJf Angle Cwod Slob d"r &,Ih
lAwt A
%Plot.
L 6x3A%' Adaan to
End l3artl w/ 3-Y2•0

• Motor Bolls
I Q a/q'B Askev
(Aedd Bolls
End BaN
t/i' 2' et 2•-08
• , I t
D _ _. L I
%9 Plole
? i
- I-A
I
I
%x • P" 0 2'-0" J L 6x7%y' x?§' ledge Angle
End Boll
- L 6xJh'.%' ledge Angle
%q' Plate
SECTION A
%. 2 n 2' D i exae?awr DETAIL C
DETAIL °B
Not. Provlde wlah In et le to avoid mnflkt with
bolts. Provlde 2" weld each side of notch.
FINAL PLANS
Bwraton Drs+n B/ Date owcrlptton kwlslon Drawn a/ tale 0-rrpllon Name Date ProJech Tlnc:

- Drawn By: REW 3/30/07 Ises Melmponlan eNa.
taNahessee
FL
3zia8
THE CLIFFS AT SWANNANOA sneel No.
Designed By: 1AVA 3/30/07 .
.
850-am
F
. Bridge #4 FASCIA BEAM DETAILS

roved By:
_LAC
3/30/07
F.rinwvva aoap.w ax
050-894-1614 Buncombe Canty. North CaroWw /9
MEN OF SWUM
I- TITLE SHEET
2. GENERAL NOTES
3. PLAN & PROFILE
4. FOUNOAT ION LAYOUT
5. END BENT AND DETAILS
6. END BENT REI NFOROI NO STEEL SCHEDULE
7. 3'-0' a 1'-9' PRE:TRE9:ED CORED:LAB DETAIL6 ISHEET I OF 41
:. 3'.0' a 1"-B' PRESTRESSED GORED:LAB DETAIL6 ISHEET 2 OF 41
9. 3'-0' a V-9' PRESTRESSED CORED SLAB DETAIL6 (SHEET 3 OF 41
10. 3'-0" a 1'-9' PR16TRESSED CORED SLAB DETAI LS (SHEET 4 OF 41
11. FASCIA BEAM DETAIL6
SADDLEBIt®GK CONSTRUCTION INC.
BUNCOMBE COUNTY, NORTH CAROLINA
BRIDGE # 5
THE CLIFFS AT SW NNA OA
35'®099 CORED SLAB BRIDGE ON
PILE CAP ABVI lTl?.'dl®1 TS
PRELIMINARY ION
NOT FOR CONSTRUCT
.. _ ... _.. ?, ?._ _,.------ .? ....,.., .r,,,,.,
Drawn RELY 5/!4/07 1659 Alaaopolilan SNd. ru ao: !!a 5prol NO.
TaYabassee. FL 32309 THE CLIFFS AT SWANNANOA
Oesl9nad Dr. 1N/A 511,9/07 ???q? 950-994 7900 Bridge #5 TITLE SHEET
T r Aoarovod BY: RCF 5/19/D7 F' Fax: 95G-694-1914 Buncombe C-*, NaM C-i- /
A. SPECIFICATIONS 2. CONCRETE COVERS, F. BEARING PLACEMENT
A. CONCRETE COVERS SHOWN IN PLANS DO NOT INCLUDE REINFORCEMENT
1. DESIGN,
A. AASHTO STANDARD SPECIFICATIONS Oft' EDITION
2002 WITH PLACEMENT AND FABRICATION TOLERANCES UNLESS SHOWN AS
°
" SEE BEARING DETAILS FOR ADDITIONAL INFORMATION.
,
LATEST INTERIMS. MINIMUM COVER
.
COVER DESCRIPTION

G. UTILITIES
SUPERSTRUCTURE - PRECAST BEAMS 2 In ALL SURFACES
B. DESIGN LOADINGS DATA CONCERNING TYPE AND LOCATION OF UNDERGROUND AND OTHER
SUBSTRUCTURE 3 In IN GROUND CONTACT UTILITIES 15 NOT GUARANTEED 70 BE ACCURATE OR ALL INCLUSIVE.
1. DEAD LOADS: P In ALL OTHER SURFACES THE CONTRACTOR IS RESPONSIBLE FOR MAKING HIS OWN DETERMINATIONS
A. UNIT WEIGHT OF REINFORCED CONCRETE: 150 Lb/Ff 3 AS TO THE TYPE AND LOCATION OF UNDERGROUND AND OTHER UTILITIES
B. BARRIER. TRAFFIC RAILING, 700 Lb/Ft J. REINFORCING STEEL• AS MAY BE NECESSARY TO AVOID DAMAGE THERETO.
2. LIVE LOADS, A. ALL REINFORCING STEEL SHALL BE AASHTO MJI, GRADE 60.
A. HS-20 AND/OR LANE LOADS PLUS IMPACT B. ALL REINFORCING STEEL DIMENSIONS ARE OUT-TO-OUT. H. ABBREVIATAWS
4. PRESTRESSING STEELS Brg. - Bearing
3. RAILING LOADS: A. STRAND: AASHTO M203, GRADE 270, LON RELAXATION. Boff. - BoHo'n
A. EFFECTS IN ACCORDANCE WITH AASHTO STANDARD SPECIFICATIONS. PARAVETERSt C.I.P. - Cast-In-Place -
- MODULUS OF ELASTIC/TYO 28,500 Ksl C/r. - Clearance/Cover
4. THERMAL FORCES: - MAXIMUM JACKING STRESS, 075 fpU Const. JA- Coastrwthn Joint
A. TEMPERATURES AND TEMPERATURE VARIATIONS FOR DESIGN - MAXIMUM ANCHORING STRESS AT ANCHORAGE: 07 fpu E.F. - Each Face
OF CONCRETE STRUCTURES !DEGREES FAHRENHEIT !Fl It - STRAND DIAMETERt OS In Elev. - Elevation
TEMPERATURE RISE !+) 35 DEGREES F Exp. J1. - Expansion Joint
TEMPERATURE MEAN 45 DEGREES F 5. ELASTOMERIC BEARMIGSt Eq. - Equal
TEMPERATURE FALL !-)45 DEGREES F - A. DUROMETER 60 S Far Face

THERMAL COEFFlCIANT 6.0.10-6 /DEGREES F F
of 8.4 Wall
D. ALLOWABLE STRESSES/LOADS N.F. - Nwr Face
5. CREEP/SHRNKAGE, PGL - Profflo Grade Line
A. EFFECTS OF CREEP AND SHRINKAGE IN ACCORDANCE WITH THE AASHTO 1. DESIGN METHOD: Spa. - Space
STANDARD SPECIFfCATfpN,WlTH RELATfVE RUMIOM = T57. A. SERVICE LOAD AND STRENGTH DESIGN METHOD. Sta.
-
Station
Sy
nan.
-
Symmetrical
6. SEISMIC LOADS. 2. MATERIAL STRESSES. Tva. - Typical
A. NO SEISMIC DESIGN WAS COMPLETED FOR THIS SINGLE SPAN BRIDGE. A. ALLOWABLE STRESSES ARE IN ACCORDANCE WITH THE AASHTO STANDARD UJIA - Unless Noted OtherWlse
DESIGN SPECIFICATIONS FOR ALL MATERIALS SHOWN IN THESE PLANS.
7. WIND LOADS: B. ALLOWABLE TENSION IN THE PRECOMPRESSED TENSILE ZONE = 3
A. EFFECTS OF WIND LOADS IN ACCORDANCE WITH THE AASHTO STANDARD IN THE ENDS AND ZERO TENSION AT MIO-SPAN.
SPECIFICATION. E. FOUNOATKNIS
0. UTILITIES:

A. TWO UTILITY (DADS OF 500 PLF HAVE BEEN ACCOUNTED FOR IN DESIGN. 1. FOUNDATION DESIGN CRITERIA:

THE LOADING 1S APPLIED D HE FIRST INTERIOR BEAM AC EACH SIDE. A. THE END BENTS SHALL BE SUPPORTED ON PILE FOOTINGS.
INSERTS HAVE BEEN PROVIDED TO FACILITATE UTILITPLACEMENT. SEE FOUNDATION LAYOUT FOR ADDITIONAL INFORMATION.
B. THE PILES SHALL BE DRNEN TO A MINIMUM
BEARING CAPACITY OF 40 TONS.
C. MATERIALS
EXCEPT AS MAY OTHERWISE BE SPECIFIED IN THE PLANS, ALL MATERIAL
AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION STANDARD SPECIFICATIONS FOR
ROADS AND STRUCTURES BOOK DATED JULY, W06.
1. CONCRETE:
A. PROVIDED -A" CHAMFERS ON ALL EDGES AND CORNERS EXCEPT AS
OTHERWISE NOTED.
H. NININULI COMPRESSIVE STRENGTH AT 28 DAYSt

PRECAST CORED SLABS F'o = 5.0 Ksl _
C.I.P. BARRIERS f'o = 4O Ksl
C./-P. END BENTS F'o = 4.0 Ksl
PRELIMINARY
NOT FOR CONSTRUCTION
._. .,.".,..? .... ........, .". ... .,w...w. ff", .r.,en Noma :tare Ptolaet, TIN.:
Drawn By, REW 5/14/07 1588 Nleeopolilan Blvd Shear No.
Taoanae?ee. FL. azsoa THE CLIFFS SWANNANOA GENERAL NOTES
_ Designed By., MWA $114/07 ay eso-ee4-,sob Bridg dge#5
FIN" Y Fax: [phone]$14 El.-be Cou(dy. NoM CaroGnd E
Approved RCF 5/19107 oory?o aam.ln;
505
f Brg•'?Y
1
? 8rg.--?
Top of Deck I Top of Deck
Elev. 502.64' Elev. 502.69'
500 1

eontroctor to fill/ grade slopes to
suppart proposed br ge obuMats.
995
HP 1263 Plies (Typd
490
Bro
.

' I
I

I
Brg.

I
I
I
I
i I
I
I

pror. Limns
I
I
1
I
I
I
I
I O Navy Stone I

rf Survey I $"
i
I ? Rlprop I
I
I
- - - - -

I - - - - - - - - - - -- -
I
I
- - - - - - - - - - - - -
I
I
-WP.1 End Beat I I I I

j l

W.P.2 End B

t,?
N = 5000J44 I
N = 5000J44
E

I
I I
I
E = I043J/2
I
I
?
Edge of Creek I

I
I
I
PRELIMINARY
NOT FOR CONSTflNClION
Revlel.n Dr -n We DosorlpNon Revislm Oran B/ Lbla Osscrfpl/on __ _ Nam. Dole Protect: Title:

-
---- Dravn By: 25H 05114107 1589 M.WOpoelan Wd.
Tallahasse
FL 32WB
THE CLIFFS AT SWANNANOA Sh..l N..

-- Designed By: WA 05114107 pie®y e
B50-894-1600 Bridge #5 PLAN AND PROFILE

Approved
:
RCF
ID104106 TIO?E
e-
e.w.. Fax:85D-894-1614 OWlCwlft County, North Carolina 3
33'-AY1z° --
C BfO. & PNes
° cryP
-
35
? Br9• & Pllas
B i
a NOTES
PILES SHALL BE DRIVEN TO A MINIMUM
BEARING CAPACITY OF 40 TONS.
HP 12x53 P/1" lryp.t I I THE STEEL PILING SHALL BE GRADE 50 STEEL.
o
h

4 4 ?
$. h
? Survey I o
_ _ ____ ___ _ _ -__ _ -
_ __ - _ __ _
_
_ - _ - _
- _ _ _ _ .-_._
W.P. I End Bent I I

N = 5000.144 , 2 End Bent a
E _ !009237
q N = 50

?

h

h E 1043.112
I ?931/2
I}-Il
'-'? ' II I
A 4

END BENT I
END BENT 2
PLAN
PRELIMINARY
NOT FOR CONSTRUCTION
Rwulon Dram BY Deto Onfo(Ipllon fl.W0 Dfewn 8y Dole OeSOfW1len N1me D.I.
pp, Pio/eel: TRW
Drawn Syr ZSH 5/14/07 1588 liauopofun eNn
p
TWlWl sec, FL 31;08 shear NO.
THE CLIFFS AT SWANNANOA

Designed By:
MWA
5/14/07
FIN" 850- eeateoo FOUNDATION LAYOUT
Bridge #5 -
- -

loved
ly2 LL

RCF
_

5/14/0

7n? k Fax: 850 &94-1614

B-b¢ County, Nonh Ceram.
3'-0"
EL. 50093'
?I?I ?I ICI lil

FILLER (IYPJ
?1? ?i ICI ICI ICI I?

LA

7-0- A2201 EA. FACE
9 - A2201 ,
7, -0?

C lip Ph
51301 STIRRUPS AT 12" MAX. SPACING ?J
ELEVATION
W/NG WALL REINFORCING NOT SHOWN FOR CLARITY
Nw1
S/3010
A2201 EA. FA
o?
H
F/L
WH
APA
_S
EL. 99833

-1
S
A
HOWM UNFOL
6WT LINE.
DED PARTIAL PLAN
NOTES

1. Foundation ExLavatlon shall be In accordance
WING WALL ELEVATION with Me Standard Specifications.
2. Baatril/Malorla/shall Do In accordance wIll?
SECTION the Standard Spectfications. Backf ll shall be
mmpocted to the Density required by the
goetxhnloal report-
3. Piles shall b- drIven to a minimum Bearing
Copaolty of 90 tons. Piles shall be HP 12x53
Grade 50 Steel.
9. End Bent 1 shown. End Bent 2 similar.
5. Lateral gulden and whq walls to be paced
after hollow cored slabs are selytensioned

and grouted. PRELIMINARY
__ NOT FOR CONSTRUCTION
Rcvlslan Drawn 8y DO, D. rlpt/on RMslan Drawn B/ Date Desorlptlon Name Dale
P
P

Prodectr

Tiller
-- Drawn tyI __
ZSH _
5/l9/07 P
A 7589 Me«opoGian BNa.
7alah=ce
FL 32309
THE CLIFFS AT SWANNANOA SAW No.
Des/gned By: MWA 5/19/0I ?
c
tl
? .
a5h 9sat9oo
F Bridge 95 END BENT AND DETAILS
- ?.?? A loved Byt RCF 5119107 u
e
rwp,?
a ag 950-99a-767a Durwombe County. Noah Ca?ollna 5

i -
1:1

PRELIMINARY
NOT FOR CONSTRUCTION
Rwlsf.n oravn B/ W. Oescrlpllon R.111, Dram By D.fe Domfiyllon Nam. Dd Project Tlflu
-._ _. __ Ofo vn By: ZSH 5/14/07 1589
Me.Gpoblan BNd.
® t
u
h
FL
THE CLIFFS AT SWANNANOA SneY NO.

Dastgned &W
WA
5/14/07 a
a
.ssae.
. s2s9a
es
o
eta s
B
l END BENT
REINFORCING STEEL SCHEDULE

.®.
rwad By.
RCF
5/19/07 B
w s
n
FrGmbip GuD ncomhe
Ru
o
un9y Nunn ca owe a
RElNF.STEEC SCHEDULE -END BENT !
PARK BAR TOTADL DI b MENSIONS c d LEIiGTN
SIZE REQ' a
AIJO! 9 50 3'-Kl• 3'-N)•

A2201 7 10 3t'-3' 31'_3•
F1301G 4 14 S'-l/• !'-@' I'-0• l'-6• 7'-@•
FI30fb 4 /4 6'-1' P'-I' 1'-E' Y-B• 8'-P'
5130! 9 30 P
'
BARS A

?- I o I
BARS F D?
BARS 5
QUANTITIES ONE BENT
TlEY UNIT EACH BENT
Concrete Pof 5lruqures - Cl- A C.Y. B

lnforc7 A, tor SYnx7uras

5. RE
NARK PA
AI301 4 50 3'-KI'
AEPO/ 7 Kt
FI301a q H 5'- ' 1'-6'
$1"
9 30 2'-0°
BARS A
BARS F
QUANTITIES ONE BENT
1TEY
l166

INRF. STEEL SCHEDULE - END BENT 2
RETq DD a ti E StONS d l£N6TN
ZE

Jl'-5 ' 31'-J'
lI I'-6•
F130fb 4 (4 6'-I' E'-I' 1'-@•
E'-0" 5• 8'-10'
b
F
-
UNIT EACHBENT
Concrale far Slrueluru - 61asa A
CY.
B
Ralntarcl Steel for Structures 185, 1166
301-0 is. nola 11

39•-xyh' (Length at cared slab vat) 8`,B' (Clear Rmdwayl

S /-
9 9'

r
rr
&rriw Par
8aarapet
frYN

C Sea Dd f/ A'
Shed Nab Soo WOW
(\
Shed No
B
.

kedge Ng/e flyp1 lnterlw Cared Extw/or
Slab rrypW - 1 'FIS.Transvwse Cored Slab
?
See G9all'B'
Sheaf Noll Tenslwdnngg
1-d Sfrard In 2DIaNala Wort
E da for TYPICAL DECK SEMOM
Coed Slab

BRfi
P1 r-0' (Cast
W/be bean a)

y. o /- Reek face veneer
o
>u i4ed Ey rs

- - - - - - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - -
Corns! JI
0:1
Bwrlw Parapd nd darn
?t/'Plwe

BARRIER PARAPET DETAILS
PLAN 35W SPAN
N.W..
I. Dlmenslon given does na+ lnatude rack veneer.
PRELIMINARY
NOT FOfl CONSTflUCTi ON
Rev111. D- By Dota DvarlptW RMlalan Drawn 8/ Dole Dasarfpnw Name Dote Pro/eala TRI.:

-- -- -- Drawn BY: ZSH 5/14/rn 35'-0° PRESTRESSED CONCRETE sneer xo.
32309 THE CLIFFS AT SWANNANOA
Tallahassee
Ft
`
'
°
'

Designed By:
NWA 5/H/07 .
,
CORED SLAB (3
-O
-9
)
X 1
e5o-asatsoD Bridge #5
!SHEET I OF 91 r
A roved RCF 5//9/D7 s:.oM.an amsa. rt e°°comn° County. NoM CaroMa
Barr/of Porapel 7f shavn
I I I I
i I

?

?
?
?/;' # Davol

ltwwos rTYP? %p' d NS.Transvwse
I Pad TensfaNng Strand
I I
I In 2'9 Hofe

? Brlege I i I
WP.AT

B>t?.
g
I I I
I I
I i rz a vdds I I
fTYPa

_
n
WP.AT
i I I
rs•-0• rsaa ndo a 15'-& rsee mla u

--
- i
r-a - IE'-la I tr-ar rn

? Braga

?l?o
I
ys to be MW with
SMw K
Ayrad d flrpl fe/ISfoMrg a

a
Trensvwso Slronds
?? IY I FG.

Suttee ?? ? I??
-?
??(?M
PIGOI I Y$ Y£
la rr fa
a r-, -F-!
? i i I I I 2" Vdds? ?I
L-
J1303
a a JI302 ' , ;y W
III! LUX III I
Q Doylan RlclmwN F-5 X*iV. 1.
EXTERIOR SLAB SECTION Bwm? P? 1 rr(rr??.sFi a 35 IATERIOR SLAB SECTION
(for Praslressed Strand loJrxd.ses Slde fw Beam 9. 13 - I2' 0 Lm RELAXATION
Ildwlw Slab Sedmnsl STRAND LAYOUT
(AC01bar. nd 61WW
/'c - 50 Lsl
/'G • 4D ksl
kh"O Dowel Nde
•A 1
L._--- Vd s --
I I
1 I
N9Dl Obwds 1 Elaslobnrfc
1 B.ullg Pad
1 I I
1 _ I E eaorlny
See Em Beralw ddall. ?-J-1-r
SECTION AT END BENT
+JIM
ses END
for arran
P/60/
Bar Sp
Y£ Y£
ld?• 7! • 7! Ipl?.

?! • I ? I 7V'
J1301

T J1301 J
!date II
i J1301
AW
J1303
END ELEVATION
Slvwln9 Namnml?w = Sflrr&
laud/an o/ Dawd Noes and J1303 Bars.
!Shan! Lg' 0. slnwnl
Idarla Slab Sadia'! slavn - Exlwlw Slab
SWIM slmllar except Slear MY laadl-
.r ExW br Lured stabs. P" T.Iim
SHEAR KEY DETAIL
Nda OaW Shwr Kay .n Outdde Fan
q Y?* Or H-5. rand s/eol b a s r pip.
Hde far B
Tra drse straw Ses wdPrwlsbns
I I----- .•iil I x5°E
I
:? I I :: Steam Vfse
Gh. vi 1 ?ti•:f.:
4" Wad. fam cr
a
B IT B Exferlor Carad Slab flf7 reasss
will 9rpd
%• 5%! !'
ELEVATION VIEW SECTION B B
GROUTED RECESS AT END OF
POST TENSIONED STRAND
DETAIL 'A
afss
w/
? Nw1or
Jh
d ?
/?
1
t
1
?
?
°
a
et
1
s
apolcdluu m verllcd
L% ? solaces.

?
Piesfress
Sham
C4-1
_- fm d" Cwed Slab
PART ELEVATION AT
END OF CORED SLAB SECTION DC
GROUTED RECESS AT END OF
PRETENSIONED STRAND
Na".
1. NI prpas to to remaed PGw fa 9-MG
JPREL'
NOT FOR CONSTRUCTION
Rw/sJan Drawn By ?fe Dasarlpllon Rwlalon Drawn B/ Ode Des°rlPflan Noma Dora
P ProJoclr Tlller
Drawn B
-- zSH 5/14/07

P
A 1689 enanoPaenv, ame.
idlahassa. FL
32sba
THE CLIFFS AT SWANNANOA 35'-0" PRESTRESSED CONCRETE slea/ xo.

'
°
'
°
irl 5/14/ F®
WLEV .
9sOaea-IBro
F
es Bridge #5 D !3
0
X l
-9
1
4)
, RCF 5/14/Or m A-. omw.rK ax:
o-a9a-16N
_? 4
PART PLAN -
EXTER/OR SECTION
Nde ,Exlerfw Sacffon slxwn -
ldwlw SeGlan slmllw excy0
ondl l rdtf far.
(rddN rd sslhma) cenad
72,11302 [Ea.
Slab OnN)
4 pars J1302
lrypaa.eN1
RYW
6'to f era.
& 2l/z'
llawd Ndas

r "Y/i 36 pdra ,11302 a 12'Yax.Clrs.
_ 2'Q Hds /or
' I Transverse Strand
- Est d Dowd 4a/30112 Unas,
ITYPJ 2 Bars/Une1

'
Sgfc.. Y-0,

Hda to
20
TramYafss StrmN
III
II I
L - -____----- __
- ---------
- -A _____-__
I-----------------
- '
I--- ------------
-
J
III
? ? ?
NL- la Y a -- a r ?
? ? a? 'If
GRADE 270 STRANDS

At.
IS ro l 04-1 .-
mda r A
Ids 51raM) 4f3
(Mjlad PS1sa?l &0
TYPICAL ELEVATION OF 35'COREO SLAB UN?
(Sae 35' Spur LW d Slag 7J
f'o • SD tsl
/'d - 9D ksi

DEAD LOAD DEFLECTION AND CAMBER
LR
Y2 I .

SYfoed 35'5
?n
Combos at Eredlm ISlab Drone In p bw) %q
Defledlon due to
Barrter Paropd and
Asp'alf Wearlog Surtax
Final ra.W
101
\ q
PLAN a e
E
k ->
J
_ I
J
I
b
______________.-
SECTION
YPJ
-2 Puff.
,11301 rryo
s/o aG, Bra.
l0'43 Oarsl Ndas
Ndes ,
k Slot X" stirrups as twasdry
lodear Tranwxrse Strands
2,1(303 W. nd shun fur '.folly.
TOLERANCES
A ?
h 'to-%•
W
-
o - langlA ° : Ve' Psr 10'
0 • Paslflon of Voids - Va tfad ----- V
c • Posfrlm of Vold. -Wizoraal : jj-
Paslnan of Vold Ends -lm Ruined :Y
f Sr. -quaEnds -Dsvlaflon tram square
IhrizoUd ar vert/odl a dsslanded skmr
p - Ibrtiaaal N1paoad - Lbvlallan flan a slydaM
it, pardla!!o }ha wderllro of memMr ?§•
Al • Camber - Dlffaenad bahvem adfacW units %y' par la.?,' max.
h - Camber - Dlffer.Waf bd reed Ugh and law
mxmlxra oY th dame sport .?• ppx
I-P.Rlm of AavdHdxs - OMa/Im from
plan puslffm V9
WIM - Dlfforxdid of adjacent
spau
In th dam afrualura .
Beaug areo- Pwla 1. flan pane surface 1
i s
/ - L=j U-0/1"s /y /n (a
k • Horizantd f%vllm oI hales for Trarsversx Strands
I - Vartlaal Poslllm of Ids for Transyxrse Strands
m - P.M. f Strands :'14'
¢ Beoring Pad
R.A.
Pad
FIXED END
ELASTONERIC BEARING DETAILS
PRELIMINARY
ELEVATION ^lengfh of odJamnt".d slobs'.hall nd differ A' more than i•• I NOT FOR CONSTR0CTI ON
Rwlslxn Dro+n B/ W. Damrlpflm RMV. Drawn liy Wle Desorlpl/ T!l/w
E 1559 kleen 61vd
e
FL
323 THE CLIFFS AT SWANNANOA 35'-0' PRESTRESSED CONCRETE

IWa
5/w/07 ,
.
850-e9a-lsob
F
Bridge k5 CARED SLAB (3r-0° X I'-9)

(SHEET 3 OF 4)
-

I roved
80a licF 5/f4/07 .: aeo-e94-16a
eE-4 W Ba Comte cmnly, Nona cara?a y
NOTES.
BILL OF ERIAL FOR ONE
MARK S
R
I TOTAL
REDD TOTAL
REVD DIMENSION
IZ
E .

INT. ,

EAT.

a

b

c

d
LENGTH
M301 4 4 4 I8'-a !B'-0'

Pl601 5 - 36 0 8'-Z

JI301 4 B B YA Y-4' 4'-S
J1302 4 as 88 2'-ff I1-4' 5'-S
J1303 4 4 4 Y-51/y'

WANT/TIES
ITEM UNIT INlERlOR EXTERIOR
Roldwalnp Sled lbs. 408 7I5
5D k.J.0-10 fPaJ C.Yds. 5D SA
' B L.R.Sfraals Na /3 13
' Q LR. Stroa& L.F. 454 454
BILL OF MATERIAL FOR
ONE 35'BARRIER PARAPET

MARK BAR
Z TOTAL
RE
'D DIMENSION
LEND!
SI
E
-? O
.
- a b o d
A/60/ 5 6 34'6' 3r-B

WANT/TIES
ITEM UNIT TOTAL
RMdwdaO Sfmlfw
Slruduru (Bridges lbs. 216
Lmvh d Barrier Parapet LF. 349TS
ALL PRESTRESSING STRANDS SHALL BE T-W1RE Lm RELAXATION GRACE
270 STRANDS AND SHALL CONFORM TO AASHTO M203 EXCEPT FOR SAMPUNG
REWIHEMENTS WHICH SHALL BE IN ACCOROAIICE WITH THE STANDARD
SPECIFICATIONS.
ALL REINFORCING STEEL CAST WHIZ 7HE CORED SLAB SECTIONS SMALL BE
GRADE 60 AND SHALL BE INCLUDED ON THE UNIT PRICE 810 FOR
PRESIRESSED COCRETE CORED SLABS.
THE CORED SLABS MUST ALWAYS BE MAINTAINED IN AN UPRIGHT FDS/T/ON
WHEN HANDLED. PICKUP POINTS MUST BE WIWI r-6` OF
PROVIDE A f DEEP RECESS AT THE PICKUP POINTS THE RECESSES SHALL
BE GROUTED PRIOR TO WATERPROOFING THE TOP SURFACE OF THE CORED
SL48S.WHEN BEING STORERCARE MUST BE TAKEN TO ELIMINATE INTERIOR
SUPPORTS.
RECESSES FOR TRANSVERSE STRANDS SHALL BE GROUTED AFTER THE
TENSIONING OF THE STRANDS.
THE DOWEL HOLES AT FIXED ENDS OF SLAB SECTIONS SHALL BE
FILLED WUIH GRWT.THE 21/z'- DOWEL HOLES AT EXPANSION ENDS OF
SLAB SECTIONS SHALL BE FILLED WITH JOINT SEALER MATERIAL TO //z
ABOVE THE TOP OF DOWELS AVD THEN FILLED WITH GROUT.
THE JOINT SEALER MATERIAL SHALL CONFORM TO THE REQIIREMENTS OF
TYPE" SL LOW MOWLUS SRUCOA'E SEALANT. THE Z'BACKER ROD SHALT.
CONFORM TO THE REQUIREMENTS OF TYPE M BOND BREAKERSEE SECTION
1028 OF THE STANDARD SPECIFICATIONS.
WHEN CORED SLABS ARE CAST.A POSITNE HOLD-DOWN SYSTEM SHALL BE
EMPLOYED TO PREVENT VOIDS FROM RISING OR MOWING SIDEWAY$ THIS
SYSTEM SHALL BE DESIGNED TO BE LEFT IN PLACE UNTIL THE CONCRETE
HAS REACHED RELEASE STRENGTH.
WHEN A CONCRETE WEARING SURFACE IS D£TA ED ON THE CORED SLAB
BRIDGE TYPICAL SECTION THE TOP SURFACE OF THE CORED SLAB UNITS
SHALL HAVE A 9-RAKED FINISH.
THE 7RANSFER OF LOAD FROM THE ANCHORAGES TO THE CORED SLAB UNIT
SHAL BE DONE WHEN THE CONCRETE HAS REACHED A COMPRESSIVE
STRENGTH OF NOT LESS THAN 5D KSI.
VERTICAL GALXNED CONTRACTION JOINTS,%2"lN DEPTH.SHALL BE
TOOLED IN ALL EXPOSED FACES OF THE BARRIER RAIL AND IN ACCORDANCE
WITH ARTICLE 825-09)OF THE STANDARD SPECIFICATIONS.A VERTICAL
CONTRACTION JUNT SHALL BE LOCATED AT EACH THIRD POINT BETWEEN
BARRIER RAIL EXPANSION JOINTS ONLY ONE CONTRACTION JOINT IS
REQUIRED AT MIDPOINT OF BARRIER RAIL SEGMENTS LESS THAN 20 FEET
IN LENGTH AND NO CONTRACTION JOINTS ARE REWIRED FOR THOSE
SEGMENTS LESS THAN 10 FEET IN LENGTK
D...rlpf/oe
BAR BENDING DIAGRAM
BARS A -Al
?IT
71 ?.
BARS J
BARS F
AL For all-q- d P16Obar - bar beM.
ESTIMATED SUPERSTRUCTURE
QUANTITIES
I T E M TOTAL

Naidw d 35'EXlwlw Cored Slab UNIS (34=1d/p' -W 2
Tolol Length d 35' EAerlw Cored Slab Uldls (IFJ 6975
Number d 35' fNw7w Carol Slab ONfs (34'-ld/i eocW 8
Tdal LAWh d 35' INerlw Cwed Slab UNIS (LFJ 979
NL/aW of 35 'Bowler PadjW SOOMW 2
Tda/Rerldwal Sw for JS' Bawler Parapd ScdloAs (Lbsi 432
Tdd Lw&h of 35' BwHw Para Ssdlans ILF) 6975
Elaslamwla Bewlag IFlxod) 20
E/odansrfo a rw (EXpww" -
TddRafnfwdng 51.dfw 5111.0 es (Bridge! (LASJ 5454

1569 McUopoldw Blvd.
Tagthassea. FL. 32M8 Bri? THE CLIFFSdge #J SWANNANOA
850-894-16M
Fez: SSOA94-1614 Buncombe County. Noah C.."
PRELIMINARY
NOi FOR CONSTRUCTION
Tlf/e:
35'-0' PRESTRESSED DONCRETE sneer xo.
CORED SLAB (3'-0° x (SHEET 4 OF 4) w
Erosion Control Permit Approval
lnscrl& Bat spoornp -994, 10 sues a 3'0-30'0 _ I ?•
71
L &3"a.A,?yp Top of Cored Slab
lsee aNCI
%i Plate Sea Nde
1
R -39'-0
End Befd lwlm woo L 6x3%'xjg" IWa. Arq/e l7YN
not WVwn far WwiNl
lf-9 3'-21 1910
ELEVATION
7q
Won Rldmud 01051d. face of -L 6x31/p'xj§•A11oc1
F-7 Shelf Aro/e Slab lo' COW Cored Slab Ekww Bills 3- VY
lose t -
%i P/ote L 6x3f//z' xjj' Allah to
M Baf w/ ,? ?•
AErofar Brits
I I J--6 Baskew
I 1 - C Hm0 aL -l End BeN %9'
U vl j Pluto
%i
1
? J L 6x31/¢•xjb'Ledgo Angle
End Bent
L 6x y% A%'Lodgo Angle
%i PINe-?
SECTION A
A, 2•a 2?-0• Leope/Mgee• DETAIL c
DETAIL °B
Motu Pralda mich In angle to avold aaafllct with
butts. Provide 2' weld each stria of notch.
1PRELIMINARY
N.1 FDR CONSTRNCTION
Re/ISlon Droxn 8/ Dnte _ Desorlptfun _ Rwlshln Drawn 6)' oa/e Deserfptlon Name lbta ProJsl, Till.
Drawn By. ZSH 5/19/UI 75A9 NetrapWilan ELvd. Sheet Na.
Tallaaaccea. FL-3230& THE CLIFFS AT SWANNANOA FASCIA BEAM DETAILS
Designed BY, NWA 5/l9/O- a5D-&9aiA Bridge
celotne n
read RCF 5/19/07 El e6o-s09-isle suuaa,e,a County. N. Oh
_ _. ...s1 . ?. ?s rL ,u?CY?LUP1t1?N7'
Palley ?; Telephone
Erosion and Sedimentation Control
Telephone; (828)-250-4848
LETTER OF AppROVAL
TCI A
September 21, 2006
Mr. James B. Anthony
3598 Highway I I
Travelers Rest, SC 29690
Dear Mr. Anthony:
This office has reviewed the revised Erasion and Sedimentation Control Plan submitted for the Project '
the plan to be acceptable with the attached modifications and/or performance reservations and her
Approval. Please be advised that Section 26-22 p J listed below. We find
the job site. S requires that a copy bf the approved Soil Erosion Control Plan be ontfiie at
The Buncombe County Soil Erosion and Sedimentation Control Ordinance is a performance oriented
protection of the natural resources and adjoining properties. If, following commencement of this proJ?ect it is determined that
the plan is inadequate, this office may require revisions to the plan and its implementation, program requiring
The approval of an erosion plan is conditioned on the applicant's compliance with federal and slat
regulations, and rules. A copy of the erosion control plan for any land disturbing activity that involves the utilization
for the purpose of de-watering or lowering e water quality laws,
b the water table must be forwarded to the director of water quality,of ditches
A NPDES Permit is enclosed.
Please inform this office of the construction start date.
We look forward to working with you an this project.
Sincerely/,
Micfiael A. Brookshire
Erosion Control Officer
Asheville, 46 Valley NC Street 28801
Project name: CLIFrS HIGH CAROLINA
Location: Patton Cove Road
Date received: September 15, 2006
Date approved; September 18, 2006
Person financially responsible: James B. Anthony
Cora E Creighton. - -
Director/,4ssistant Courtly a?lanager 828-250-4830
828-250-6086
Conceptual Impact Table
High Carolina Impact Table
Phase 1 Impacts
Channel Impacts
Site # Length ft.
1 90
3a 59
149
Wetland Impacts
Site # Size ac.
2 0.014
3b 0.038
0.052
Impact 1 = Road Impact
Impact 2 = Road Impact
Impact 3a = Pond Maintenance
Impact 3b = Pond Maintenance
Conceptual Impacts
Total Wetland Impacts (ac.): 0.197
Total Channel Impacts (ft.): 5548
Road Impacts
Channel Impacts
Site # Length ft.
4 80
5 80
5b 60
6 80
6b 60
7 40
8 80
9 80
10 80
11 80
12 80
12b 20
13 80
13b 40
14 80
14b 80
15, 80
16 80
17 50
18 80
19 80
20 80
20b 20
21b 20
21 80
22 20
23 80
23b 80
24, 80
25 80
25b 40
25c 80
2130
Wetland Impacts
Site # Size ac.
16a 0.135
0.135
Golf Impacts
Channel Impacts
Site # Len th ft.
26 296
27 211
28 507
29 144
30, 497
36 694
37 484
39 585
3418
Wetland Impacts
Site # Size ac.
33 0.001
31 0.01
32 0.013
34 0.024
35, 0.01
38 0.004
0.062
Avoid & Minimize
Channel Impacts
Length ft.
40 80
41 80
42 80
43 80
44 80
45 80
46 80
47 80
48 80
49 80
50, 80
51 80
960
Conceptual Master Plans