20191006 Ver 1_I-3819B Iredell July 23 2019_20190723

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STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
ROY COOPER JAMES H.TROGDON,III
GOVERNOR SECRETARY
July 23, 2019
U. S. Army Corps of Engineers
151 Patton Avenue, Room 208
Asheville,NC 28801-5006
ATTN: Ms.Nicholle Braspennickx
NCDOT Coordinator
Dear Madam:
Subject: Application for an Individual Section 404 and Section 401 Water Quality
Certification for the proposed I-40/I-77 interchange improvements including I-40
from west of SR 2003 (Radio Road) to SR 2158 (Old Mocksville Road) and I-77
from south of SR 2321 (East Broad Street)to south of SR 2171 (Jane Sower Road)
in Iredell County. Division 12, TIP No. I-3819B.
Debit $570.00 from WBS 34192.3.2.
The North Carolina Department of Transportation (NCDOT) proposes to improve the I-40/I-77
interchange, beginning on I-40 approximately 3,400 feet west of the SR 2003 (Radio Road)
overpass, heading east to the existing interchange with I-77 and ending at the existing
interchange with SR 2158 (Old Mocksville Road), for a total length of 4.0 miles. Improvements
to I-77 begin approximately 1,200 feet north of SR 2157 (Salisbury Road) and head north to the
existing interchange with I-40 and end approximately 1,100 feet south of SR 2171 (Jane Sowers
Road) for a total length of 3.63 miles.
The current I-40/I-77 interchange is a cloverleaf interchange, which contains loop ramps in three
quadrants. A portion of the I-40/I-77 interchange improvements was previously built as part of the
I-3819A project between 2012-2017, including removal of a loop ramp in the northeast quadrant
and construction of a new directional ramp, which is grade separated under I-77 and I-40, to
accommodate northbound I-77 to westbound I-40 traffic. I-3819A also included reconstruction of
the northbound I-77 to eastbound I-40 ramp, construction of collector-distributor roadways on I-
40, and interchange improvements on I-40 at US 21 and SR 2158 (Old Mocksville Road).
Mailing Address: Telephone:[phone] Location:
NC DEPARTMENT OF TRANSPORTATION Fax:[phone] 1000 BIRCH RIDGE DRIVE
ENVIRONMENTAL ANALYSIS UNIT Customer Service:1-877-368-4968 RALEIGH NC 27610
1598 MAIL SERVICE CENTER
RALEIGH NC 27699-1598 Website:www.ncdot.gov

I-3819B involves the construction of a turbine interchange. The interchange ramps previously
constructed as part of the I-3819A project will remain as components of the new turbine
interchange. The current interchange will be revised to a two-level turbine interchange
replacing the loops in the northwest and southeast quadrants with directional ramps.New bridges
will be constructed to accommodate the two-lane directional ramps for eastbound 1-40 to
northbound and southbound I-77. A new two-lane bridge will be constructed to accommodate
traffic from westbound I-40 to southbound I-77; this new bridge will be constructed above 1-77
and above I-40. The ramp for eastbound I-40 to northbound I-77 will be constructed as a two-lane
directional ramp; above I-77, and below I-40. One loop ramp will remain and will be
reconstructed in the southwest quadrant to accommodate southbound I-77 to eastbound I-40
traffic. 1-40 and I-77 will be widened from two-to three-thru lanes in each direction in the project
area, with additional lanes constructed to accommodate the new interchange ramps. In addition, a
new eastbound collector-distributor (C-D) roadway will be constructed along the south side of I-
40 between the existing US 21 interchange and the proposed turbine interchange.
The existing 1-40 Diverging Diamond Interchange (DDI) at US 21 will remain in
place. Improvements will be made to the existing eastbound 1-40 interchange ramp at SR 2158
(Old Mocksville Road), The interchange with I-77 and SR 2321 (E. Broad Street)will maintain
the current general configuration but the ramps from northbound and southbound I-77 will be
widened to accommodate one additional lane on each ramp. In addition, the loop ramps from E.
Broad Street to I-77 will be slightly realigned.
Please see the enclosed ENG 4345, Division of Mitigation Services (DMS)mitigation acceptance
letter, updated CP 2A/4A form, permit drawing review minutes from 4B and 4C meetings, State
Historic Preservation Office (HPO) concurrence forms, State Stormwater Management Plan
(SMP), permit drawings,utility drawings, and design plans for the above referenced project.
Purpose and Need:
The primary purpose of this project is to improve traffic flow along the I-40 and I-77 corridors;
and improve regional connectivity between Iredell County and points east, west, north, and south
within North Carolina and across the Interstate System.
The I-40/I-77 interchange is currently experiencing traffic capacity deficiencies and the diminished
ability to function as a North Carolina Strategic Highway Corridor and United States Interstate
System. Capacity analysis was completed using High Capacity Software (HCS) to evaluate the
freeway facility operations along these corridors using design year 2040 volumes generated from
the new project forecast. The results of the analysis compared the proposed Build design to No-
Build conditions within the project study area. The segment results for the Build alternative
indicate that the proposed design would provide significant improvement to corridor operations
for 1-40 and I-77, in both directions, when compared to No-Build conditions. For the 2040 Build
alternative, all freeway segments along I-40 and I-77 would operate at an acceptable Level of
Service (LOS) D or better during the AM and PM peak hours throughout the project study area.
The intersection capacity analysis results indicate that all ramp intersections in the project study
area will have similar or better operations in the Build scenario when compared to the No-Build.
In addition to operational improvements, there are several safety benefits associated with the
proposed design. The design will replace two of the three existing loop ramps with directional
ramps, eliminate two weaving segments between loop ramps, conform to highway design
requirements outlined by American Association of State Highway and Transportation Officials
(AASHTO), and provide adequate acceleration and deceleration lane lengths throughout the study
I-3819B Individual Permit Application Page 2 of 16

area. In conclusion, the design proposed for the system interchange and surrounding area is not
expected to adversely impact the traffic operations of the I-40 and I-77 Interstate facilities or the
safety of the Interstate System.
Summary of Jurisdictional Impacts:
This project will result in 2,175 linear feet of permanent stream impacts, 1,019 linear feet of stream
bank stabilization, and 0.07 acre (394 linear feet) of temporary stream impacts. There will also be
1.39 acres of permanent wetland impacts and 2.56 acres of hand clearing in wetlands.
Summary of Utility Impacts:
There will be a total of 0.02 acre of permanent wetland impacts and 0.27 acre of temporary wetland
fill impacts associated with the relocation/installation of the gravity sewer line and electric utility
tower.
Summary of Mitigation:
The project has been designed to avoid and minimize impacts to jurisdictional areas throughout
the National Environmental Policy Act (NEPA) and design processes. However, project impacts
will necessitate compensatory mitigation for the unavoidable impacts. Mitigatable impacts include
2,175 linear feet of permanent stream impacts as required by USACE(1,407 linear feet as required
by NCDWR) and 1.41 acres of permanent wetland impacts (0.02 acre from utility impacts). DMS
will provide all required mitigation for this project.
NEPA DOCUMENT STATUS
An Environmental Assessment (EA) was completed in November 2006 for this project A Finding
of No Significant Impact (FONSI) was completed in August 2008. NEPA Construction
Consultations were approved in January 2011 and May 2019.
In compliance with the NEPA/404 Merger Process, Concurrence Point (CP) 4B was reached on
March 20,2019. It was determined during the 4B Meeting that CP 2A/4A concurrence,previously
achieved in 2008, was required to be re-submitted and signed due to design changes. CP 4C
concurrence was reached on June 20, 2019. Minutes of the CP 4B and 4C meetings are attached.
All signatures for an updated CP 2A/4A form(attached)were received as of June 12, 2019.
PROJECT SCHEDULE
The project was let for construction on October 30, 2018. Early works construction in non-permit
areas began on May 1,2019. Construction of I-3819B is anticipated to be completed by June 2022.
INDEPENDENT UTILITY
The subject project is in compliance with 23 CFR Part 771.111(f) which lists the Federal
Highway Administration(FHWA) characteristics of independent utility of a project:
I-3819B Individual Permit Application Page 3 of 16

(1)The project connects logical termini and is of sufficient length to address environmental matters
on a broad scope,
(2) The project is usable and a reasonable expenditure, even if no additional transportation
improvements are made in the area;
(3) The project does not restrict consideration of alternatives for other reasonably foreseeable
transportation improvements.
RESOURCE STATUS
Water resources in the study area are part of the Yadkin-Pee Dee basin [U.S. Geological
Survey(USGS) Hydrologic Unit 03040102]. Twenty-three jurisdictional streams were identified
within the project area, including Fourth Creek, Morrison Creek, and unnamed tributaries (UTs)
of Fourth Creek, Morrison Creek, Gregory Creek, and Beaver Creek. Only Fourth Creek and its
UTs are located within the impact footprint of I-3819B (Table 1). There are no designated High-
Quality Waters (HQW), Outstanding Resource Waters (ORW), or water supply watersheds (WS-
I or WS-II)within or within 1.0 mile downstream of the study area.
Waters of the U.S. were delineated in 2005 and verified by the U.S. Army Corps of Engineers
(USACE) in 2005 and 2012. In 2018,waters/wetlands within the entire project footprint were re-
delineated in order to update everything in advance of the I-3819B let date. The most recent
field visit verifying the water resources was conducted on May 10, 2018 with the USACE
(Nicholle Braspennickx and Steve Kichefski) and North Carolina Division of Water Resources
(NCDWR) (Donna Hood). A Preliminary Jurisdictional Determination (PJD) for I-3819B was
issued by the USACE on October 9, 2018.
Table 1 —Impacted project area streams
NCDWR Best Usage
Stream Name Index Description
Number Classification
Fourth Creek 12-108-20 C Source to South Yadkin River
303(d) Impaired Waters:
The 2018 Final 303(d)list of impaired waters identifies a portion of Fourth Creek within the project
study area (upstream of the confluence with Morrison Creek) as impaired due to fish. No other
303(d) streams have been identified within or within 1.0 mile downstream of the study area.
IMPACTS TO WATERS OF THE U.S.
Tables 2 through 4 summarize the impacts to jurisdictional water resources. Site numbers
correspond with the permit (hydraulic) drawings included in this application. The stream and
wetland IDs correspond to the 2018 NRTR update memo and PJD. The preliminary projected
impacts for the overall project will be approximately 1.41 acres of permanent wetland impacts
(0.02 acre from utility impacts), 2.56 acres of hand clearing in wetlands, less than 0.01 acre of
permanent wetland impacts due to utilities,0.27 acre of temporary wetland impacts due to utilities,
2,175 linear feet of permanent stream impacts requiring mitigation by USACE(1,407 linear feet
required by NCDWR), 1,019 linear feet of permanent stream bank stabilization, and 0.07 acre
(394 linear feet) of temporary stream impacts.
I-3819B Individual Permit Application Page 4 of 16

Table 2-I-3819B Wetland Impacts*
Permanent Mechanized Hand Impacts
Site Wetland Wetland Fill in Clearing Clearing Requiring
Number Size (ac) Wetlands (ac) (ac) Mitigation
(ac) (ac)
2 WC 2.94 0.32 0.09 -- 0.41
2 WC/WD 2.94/9.57 0.02 0.02 0.62 0.05
3 WF 0.31 <0.01 0.01 -- 0.02
4 WD 9.57 -- 0.02 -- 0.02
5 WD 9.57 0.03 0.05 1.94 0.09
8 WH 0.08 <0.01 <0.01 -- 0.01
9 WK 1.20 0.40 0.08 -- 0.47
11 WAN 0.21 0.19 0.02 -- 0.21
26 WI 0.13 0.09 0.04 -- 0.13
Total Wetland Impacts 1.061 0.331 2.56 1.391
*All wetlands impacted are riparian
'Values are based on rounding, due to calculating totals with actual numbers to the thousandths
Table 3-I-3819B Stream Impacts
Stream Permanent Temporary
Permit Name/ Status/ Channel USAGE NCDWR
Channel Bank Required Required
Site NRTR Class Impacts Stabilization Impacts Mitigation Mitigation
ID lf(ac) lf(ac) ac (1f) lf lf
UT to
2 Fourth Perennial - 42 <0.01 -- --
Creek C (20)
SJ
UT to
Fourth Perennial 206 <0.01
3 Creek C (0.02) -- (10) 206 --
SI
UT to
5 Fourth Perennial -- -- <0.01 -- --
Creek C (40)
SJ
6 Fourth Perennial -- 12 <0.01 -- --
Creek C (<0.01) (20)
7 Fourth Perennial 12 <0.01 -- --
Creek C (<0.01) (20)
UT to
Fourth Perennial 747 <0.01
__
9 Creek C (0.07) (10) 747 747
SL
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Table 3—I-3819B Stream Impacts (continued)
Stream Permanent Temporary USAGE NCDWR
Permit Name/ Status/ Channel
Site NRTR Class Channel Bank Impacts Required Required
ID Impacts Stabilization ac 1 Mitigation Mitigation
lf(ac) lf(ac) ( lf lf
UT to
10 Fourth Perennial -- 25 <0.01 -- --
Creek C (<0.01) (20)
SK
UT to
Fourth Perennial 10 0.01
__
12 10 --
Creek C (<0.01) (54)
SK
UT to
Fourth Perennial 17 44 <0.01
13 17 17
Creek C (<0.01) (<0.01) (10)
SL
UT to
Fourth Intermittent 17 <0.01
_
14 17
Creek C (<0.01) (10)
SX
UT to
15 Fourth Intermittent -- 11 <0.01 -- --
Creek C (<0.01) (20)
SX
UT to
16 Fourth Intermittent 112 <0.01-- 112 --
Creek C (0.01) (10)
SX
UT to
17 Fourth Perennial 115 <0.01-- 115 --
Creek C (0.02) (14)
SX
UT to
18 Fourth Perennial 72 _- <0.01 72 --
Creek C (0.01) (10)
SW
UT to
19 Fourth Perennial 34 __ __ 34 --
Creek C (<0.01)
SW
UT to
Fourth Perennial 61 <0.01
__
20 61 --
Creek C (0.01) (10)
SBA
I-3819B Individual Permit Application Page 6 of 16

Table 3—I-3819B Stream Impacts (concluded)
Stream Permanent Temporary USAGE NCDWR
Permit Name/ Status/ Channel
Channel Bank Required Required
Site NRTR Class Impacts Stabilization Impacts Mitigation Mitigation
ID if(ac) lf(ac) ac (lf) lf lf
UT to
Fourth Perennial 176 <0.01
21 Creek C (0.06) -- (21) 176 176
ST
UT to
22 Fourth Perennial 467 873 <0.01 467 467
Creek C (0.14) (0.23) (10)
ST
UT to
23 Fourth Perennial -- <0.01-- -- --
Creek C (33)
ST
UT to
Fourth Perennial 49 0.01
--
2449 --
Creek C (<0.01) (10)
SU
UT to
25 Fourth Perennial 44 <0.01
--
44 --
Creek C (<0.01) (32)
SU
UT to
27 Fourth Perennial 48 <0.01
--
48 --
Creek C (0.01) (10)
SR
2175 1019 0.07*
Total Stream Impacts 2175 1407
3194 (394)
* Values are based on rounding
Permit Site 1: This site has been eliminated.
Permit Site 2: Roadway fill slopes resulting from the approach to a new three-lane ramp bridge
will result in 0.32 acre of permanent fill and 0.09 acre of mechanized clearing impacts to wetland
WC. The construction of bridge columns at two bent locations will result in 0.02 acre of permanent
fill and 0.02 acre of mechanized clearing impacts to wetlands WC and WD. There will be 0.62
acre of hand clearing in wetlands WC and WD under and adjacent to the new bridge. In addition,
riprap placed on the banks of stream SJ to protect against erosion at a bridge column will result in
42 lf of stream bank stabilization and<0.01 acre (20 10 of temporary stream impact.
I-3819B Individual Permit Application Page 7 of 16

Permit Site 3: At this permit site there will be a total of 206 if of permanent stream impacts to
stream SI, which includes 184 if of impacts due roadway fill and installation of a new 54"
reinforced concrete pipe (RCP) under a new ramp, and 22 lf of impacts from the installation of
Class I riprap for streambed stabilization at the outlet of the new pipe. Temporary stream impacts
to stream SI will be <0.01 acre (10 10. The roadway fill at this location will also result in <0.01
acre of permanent fill and 0.01 acre of mechanized clearing impacts in wetland WF.
Permit Site 4: Construction of the 1.5:1 fill slope and rock plating along a new two-lane ramp in
the southwest quadrant of the turbine interchange will result in 0.02 acre of mechanized clearing
impacts to wetland WD.
Permit Site 5: The construction of bridge columns at four bent locations for a new two-lane ramp
bridge will result in 0.03 acre of permanent fill and 0.05 acre of mechanized clearing impacts to
wetland WD. There will be 1.94 acres of hand clearing in wetland WD under and adjacent to the
new bridge. This hand-cleared area would be utilized for construction access, with the contractor
working off of mats. There will also be a temporary pipe installed for construction access that will
result in <0.01 acre (40 10 of temporary stream impacts to stream SJ. The pipe will be removed
after construction and the stream will be restored to pre-construction contours.
Permit Site 6: Class II riprap will be installed at the outfall of a lateral ditch along the right bank
of Fourth Creek, which will result in 12 lf of stream bank stabilization impacts and<0.01 acre (20
10 of temporary stream impacts to Fourth Creek.
Permit Site 7: Class II riprap will be installed at the outfall of a lateral ditch along the bank of
Fourth Creek, which will result in 12 if of stream bank stabilization and <0.01 acre (20 If) of
temporary stream impacts to Fourth Creek.
Permit Site 8: Roadway fill slopes for a new three-lane ramp will result in<0.01 acre of permanent
fill and<0.01 acre of mechanized clearing impacts to wetland WH.
Permit Site 9: Roadway fill slopes for a new ramp from westbound I-40 to northbound I-77 in the
northeast quadrant will result in 0.40 acre of permanent fill and 0.08 acre of mechanized clearing
impacts to wetland WK, and 747 if of permanent stream impacts and <0.01 acre (10 10 of
temporary stream impacts to stream SL. To accommodate the new ramp, stream SL will be
relocated to the north. The relocated stream will be stabilized with Class II riprap.
Permit Site 10: Class II riprap will be installed along the right bank of stream SK at the confluence
with the relocated stream SL. This will result in 25 lf of stream bank stabilization impacts and
<0.01 acre (20 10 of temporary stream impacts to stream SK.
Permit Site 11: Roadway fill slopes resulting from the approach to a new bridge over stream SK
will result in 0.19 acre of permanent fill impacts and 0.02 acre of mechanized clearing in wetland
WAN. The permanent wetland fill impact at this site includes a Class B riprap apron at the outfall
of a new 24" RCP storm water pipe.
Permit Site 12: An existing 2 @ 7'X 7' reinforced concrete box culvert(RCBC)will be removed
and replaced by a new single span bridge on I-40 with a length of 160' and width of 183'over
stream SK. The newly daylighted stream SK will be lined with Class II riprap to stabilize the
channel. Impacts at this site total 10 if of permanent stream impacts and <0.01 acre (54 lf) of
temporary stream impacts to stream SK.
I-3819B Individual Permit Application Page 8 of 16

Permit Site 13: A new 24"corrugated steel pipe(CSP)will direct runoff to stream SL. At the pipe
outlet, a new headwall will be installed and Class I riprap will be used to stabilize the streambed
and bank. This will result in 17 if of permanent streambed impacts and <0.01 acre (10 10 of
temporary stream impacts to stream SL. There will also be 44 lf of stream bank stabilization
impacts to stream SL. This permit site is located within an NCDOT mitigation site(see Mitigation
Options section below).
Permit Site 14: Class I riprap will be installed in stream SX at the pipe outlet of an existing 48"
corrugated metal pipe (CMP) to stabilize the streambed. This will result in 17 lf of permanent
stream impacts and <0.01 acre (10 10 of temporary stream impacts to the intermittent section of
stream SX.
Permit Site 15: A new 18"CSP will be installed on the east side of I-77 to carry storm water from
the I-77 shoulder to be discharged to stream SX. At the outlet of the CSP, Class II riprap will
extend down the left bank of stream SX. This will result in 11 lf of stream bank stabilization
impacts and<0.01 acre (20 10 of temporary stream impacts.
Permit Site 16: At this permit site, there will be a total of 112 lf of permanent stream impacts to
the intermittent section of stream SX,which includes 13 lf of impacts resulting from the extension
of an existing 54"RCP, and 99 lf of impacts from riprap in the channel for streambed stabilization.
Temporary stream impacts to the intermittent section of stream SX will be <0.01 acre (10 10 at
this site.
Permit Site 17: At this permit site, there will be a total of 115 lf of permanent stream impacts to
the perennial section of stream SX, which includes 17 lf of impacts resulting from the extension
of an existing 54" RCP, and 98 lf of impacts from riprap that will be placed at the outlet of the
extended pipe for streambed stabilization. Temporary stream impacts to the perennial section of
stream SX will be <0.01 acre (14 10 at this site.
Permit Site 18: At this permit site, there will be a total of 72 lf of permanent stream impacts to
stream SW, which includes 39 lf of impacts resulting from the extension of an existing 54" RCP
with a junction box and 33 lf of impacts resulting from the installation of an energy dissipator basin
lined with Class II riprap at the outlet of the extended pipe. Temporary stream impacts to stream
SW will be<0.01 acre (10 10 at this site.
Permit Site 19: At this site, 34 lf of permanent stream impacts to stream SW will result from the
installation of a segment of 54"RCP to connect two existing 54"RCPs.
Permit Site 20: At this permit site, there will be a total of 61 lf of permanent stream impacts to
stream SBA, which includes 48 lf of impacts resulting from new roadway fill and 13 lf of impacts
resulting from the relocation of stream SBA to the west and just outside of the new roadway fill
slopes. Temporary stream impacts to stream SBA will be<0.01 ac (10 10 at this site.
Permit Site 21: At this permit site, there will be a total of 176 lf of permanent stream impacts to
stream ST, which includes 39 lf of impacts resulting from the extension of an existing 3 @ 9'Xl l'
RCBC beneath I-77 and 137 lf of impacts resulting from streambed stabilization upstream of the
extended RCBC. The streambed stabilization will be accomplished using native bed material to
fill in scour holes in the channel bottom. Temporary stream impacts to stream ST will be <0.01
acre (21 10 at this site.
Permit Site 22: At this permit site,there will be a total of 1,340 If of permanent stream impacts to
I-3819B Individual Permit Application Page 9 of 16

stream ST, including 467 if of pipe, fill and streambed impacts, and 873 if of streambank
stabilization. The permanent impacts to Stream ST at Site 22 are as follows:
• The extension of an existing 3 @ 9'Xl1' RCBC beneath I-77 will result in 45 if of
permanent stream impacts.
• At the outlet of the extended RCBC, natural bed material will be used for stream bed
stabilization, resulting in 1601f of permanent stream impacts.
• Beneath the Broad Street bridge, Stream ST will be shifted slightly to the east creating a
new channel, which will result in 2251f of permanent stream impacts.
• At the most downstream stream segment of stream ST within Site 22, riprap will be added
at the outlet of an existing 18" RCP and will result in 37 if of permanent stream impacts
and<0.01 acre (10 10 of temporary stream impacts.
• Class II riprap will be added to the base of a new retaining wall along I-77 and will extend
along the left bank of stream ST, resulting in 873 if of bank stabilization impacts to stream
ST.
Permit Site 23: The construction of a new retaining wall adjacent to I-77 will result in<0.01 acre
(33 10 of temporary stream impacts to stream ST.
Permit Site 24: At this permit site, there will be a total of 49 if of permanent stream impacts to
stream SU, which includes 37 if of impacts resulting from the extension of an existing 66" RCP
and 121f of permanent stream impacts resulting from the installation of Class I riprap for streambed
stabilization at the inlet of the extended RCP. Temporary stream impacts to stream SU will be
<0.01 ac (10 10.
Permit Site 25: There are two jurisdictional sections of stream SU that will be impacted at this
permit site with a total of 44 if of permanent stream impacts and<0.01 acre (32 lf) of temporary
impacts to stream SU.
• At the upstream section, an existing 66" RCP will be extended to accommodate new
roadway fill slopes and an existing scour hole will be lined with Class I riprap which will
result in 101f of permanent impacts.
• The existing 72" CMP that carries stream SU downstream will remain in place and Class I
and II riprap will be added for streambed and streambank stabilization, respectively,
resulting in 241f of permanent impacts.
• A new dry detention basin will be created just south of stream SU with a new 24"RCP-III
that will carry water from the new detention basin to stream SU. Where the new 24"RCP-
III meets stream SU, a riprap pad with Class I riprap will be installed in stream SU that will
result in 10 if of permanent stream impacts. Temporary stream impacts to stream SU will
be<0.01 acre (32 10 at this site.
Permit Site 26: New roadway fill slopes and a new lateral ditch will result in 0.09 acre of
permanent fill and 0.04 acre of mechanized clearing impacts to wetland WI.
Permit Site 27: At this permit site, there will be a total of 48 if of permanent stream impacts to
stream SR, which includes 29 if of impacts resulting from the extension of an existing 60" RCP
and 19 if of permanent stream impacts resulting from the installation of Class I riprap for streambed
stabilization at the outlet of the extended 60" RCP. Temporary stream impacts to stream SR will
be<0.01 acre (10 10 at this site.
Utility Site U-1: There will be 0.02 acre of temporary fill impacts to wetland WJ associated with
I-3819B Individual Permit Application Page 10 of 16

the relocation/installation of the gravity sewer line at Utility Site U-1 (see Table 4 and attached
utility drawings).No mitigation is required for this utility relocation activity as it is temporary and
does not constitute a loss of wetland.
Utility Site U-2: There will be 0.25 acre of temporary fill, 0.02 acre or mechanized clearing, and
<0.01 acre of permanent fill impacts to wetland WD associated with the relocation of the Duke
Energy transmission line and tower at Utility Site U-2. Temporary fill impacts to wetland WD will
be due to the use of timber mats for site access and during construction of the footings for the
tower. Mechanized clearing will occur in the new location of the tower in a 30'x30' area resulting
in 0.02 acre of impacts. Permanent fill impacts will result from the placement of the four 4'x4'
tower footings.
Table 4— Summary of Utility Wetland Impacts for I-3819B
Wetland Temporary Permanent Fill Mechanized Mitigation
Site ID Impact Type Impacts ac Clearing Requirement
(ac) ( ) (ac) (ac)
U-1 WJ Utility 0.02 -- -- --
U-2 WD Utility 0.25 <0.01 0.02 0.02
TOTAL IMPACTS 0.27 <0.01 0.02 0.02
MORATORIUM
There are no trout waters or watersheds within the project area. Therefore, no moratoria are
required for this project.
FEDERALLY PROTECTED SPECIES
Plants and animals with Federal classification of Endangered (E) or Threatened (T) are protected
under provisions of Section 7 and Section 9 of the Endangered Species Act of 1973 (ESA), as
amended. As of June 27, 2018, the United States Fish and Wildlife (USFWS) lists three federally
protected species,under the ESA for Iredell County(Table 5).
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Table 5. Federally protected species list of Iredell County
Scientific Name Common Name Federal Habitat Biological
Status Present Conclusion
Glyptemys Bog turtle T (S/A) N/A N/A
muhlenbergii
Myotis septentrionalis Northernbatng-eared T Yes *
Hexastylis naniflora Dwarf-flowered T Yes No Effect
heartleaf
T—Threatened
T (S/A)—Threatened due to similarity of appearance
*NLEB is consistent with the 4(d) rule
The bog turtle is listed by the USFWS as Threatened due to Similarity of Appearance (T (S/A))
and by the state as Threatened. Species designated T (S/A) are listed as threatened due to their
similarity of appearance with rare species. According to the USFWS, T (S/A) species are not
biologically endangered or threatened and are not subject to Section 7 consultation and biological
conclusions are not required. Field reviews conducted for the 2006 NRTR found no occurrences
or available habitat for the bog turtle located in the study area.
Although suitable habitat for the northern long-eared bat is present,NCDOT has satisfied the 4(d)
requirements for this project with regard to this species.
Suitable habitat for dwarf-flowered heartleaf occurs throughout the study area. Systematic surveys
of suitable habitat within the study area were conducted on April 9, 2018. No individuals of this
species were identified. In addition,a review of N.C.Natural Heritage Program(NCNHP)records
on July 1, 2019 indicated no known occurrences of this species within 1.0 mile of the study area.
Therefore, this project will have No Effect on dwarf-flowered heartleaf.
INDIRECT CUMULATIVE IMPACT ANALYSIS
Existing rules for the 401 Water Quality Certification Program(15A NCAC 2H.0506(b)(4)require
that the NCDWR determine that a project "does not result in cumulative impacts, based on
past or reasonably anticipated future impacts, that cause or will cause a violation of downstream
water quality standards."
Indirect and Cumulative Effects to the Human Environment
Land Use/Development
While it is apparent that further study area development and eventual build-out is likely, project
induced growth in the study area is expected to be minimal due to lack of new access provided by
the project.The project is likely to have the greatest impact on location decisions made by industry,
specifically warehousing and distribution related industries. Some of these industries may locate
within the study area.
Commerce
Ultimately, the project is likely to facilitate intrastate and interstate commerce by increasing the
I-3819B Individual Permit Application Page 12 of 16

efficiency of the I-40/I-77 interchange.
Travel Patterns
The reconfiguration of the I-40/I-77 interchange will improve traffic flow,reduce congestion, and
decrease travel time along the corridor. This will improve operations and traffic flow at this
interchange and surrounding access points in and near Statesville.
Indirect and Cumulative Effects to the Natural Environment
Encroachment-alteration and induced growth effects to natural resources associated with the
project are anticipated to be low. Specific impacts to natural resources in the study are discussed
below.
Water Resources
Since the proposed project consists primarily of improvements within existing right of way and
development has already occurred in many of the areas adjoining the project; indirect and
cumulative impacts are expected to be minimal. The future land use assessment shows continued
development in the area with or without the project.
Future development impacts to Fourth Creek include water quality degradation as a result of more
impervious surfaces that block or redirect discharge and more storm drains that divert precipitation
into streams instead of aquifers, which could increase erosion rates over time. Since the ICE in
2005, the Iredell County Land Development Code was put into effect on July 1, 2011 and last
amended September 18, 2018. Chapter 9 (Development Plan and Permit Requirements) of the
Iredell County Land Development Code requires an Erosion and Sedimentation Control Plan for
any proposed activities that will disturb more than one acre on a tract (one half acre in a water
supply watershed). This ordinance allows the County to review plans to ensure compliance with
federal and state water quality laws, regulations and rules. The impact of this ordinance on water
quality is not known at this time.
Wetlands
Unavoidable wetland impacts will be mitigated and efforts will be made to replace wetlands in-
kind within the same watershed as the impacted site. Increased development expected because of
current development trends is likely to result in negative impacts to study area wetlands. Minimal
impacts to wetlands are likely because of development induced by the project.
CULTURAL RESOURCES
Historic Architectural Resources:
This project is subject to compliance with Section 106 of the National Historic Preservation Act
of 1966, as amended, and implemented by the Advisory Council on Historic Preservation's
Regulations for Compliance with Section 106, codified at 36 CFR Part 800. Section 106 requires
Federal agencies to take into account the effect of their undertakings (federally-funded, licensed,
or permitted) on properties included in or eligible for inclusion in the National Register of Historic
Places (NRHP) and to afford the Advisory Council a reasonable opportunity to comment on such
undertakings. There are three NRHP-eligible properties within the project area, the Ramsey Farm
Barn, the Ramsey Farm, and the McKee House. In a meeting between NCDOT, FHWA and the
North Carolina State Historic Preservation Office (NC SHPO) on September 15, 2010 it was
I-3819B Individual Permit Application Page 13 of 16

determined that the project would have no adverse effect on the Ramsey Farm Barn. The plans
shown at the meeting also resulted in a no adverse effect call for the Ramsey Farm provided that
no noise wall was constructed along the historic boundary and a landscape buffer could be planted
by NCDOT at the owner's request during right of way negotiations. Lastly, the design plans
confirmed that there was no adverse effect on the McKee House because there are no construction
activities planned within or adjacent to the historic boundary. A copy of the concurrence form
signed by NCDOT,FHWA and NC SHPO during the meet is attached. A review of the NC SHPO
on-line mapper(http://gis.ncdcr.gov/hpoweb/) on June 20, 2019 showed no additional sites on the
National Register of Historic Places of eligible for listing located in the project area since the 2010
meeting. The proposed I-3819B design in the vicinity of these historic properties is generally the
same as the design considered by NCDOT, FHWA, and NC SHPO in 2010.
Archaeological Resources:
Per a memo sent from the North Carolina Department of Cultural Resources(dated March 5,2004
and included in the EA),they conducted a review of the I-3819 project and are aware of no historic
resources that would be affected by the project.
Section 4(f) Resources:
Three potential Section 4(f) resources were identified in the project study area and were
subsequently evaluated for Section 4(f) applicability. These resources include Pressly Elementary
School, Northview Elementary School, and a greenway owned by the City of Statesville. The
Statesville Greenway/Museum Greenway traverses the project boundary and parallels Fourth
Creek. The current design will maintain wide-enough bridges to allow for greenway crossings as
in the preliminary design and outlined in the environmental documents' Project Commitments. As
established in the Project Commitments for the project, retaining walls will be built along the
shoulders of I-77 to minimize impacts to Pressly Elementary School. Retaining walls were built
along I-40 to minimize impacts to Northview Elementary School as part of the I-3819A project.
Section 6(f) Resources:
There are two Section 6(f)properties within the project area: Albert B.McClure Park II and Martin
Luther King Jr. Park(previously named Lakewood Park). There will be no construction activities
or impacts within or adjacent to the Albert B. McClure Park II property. The fill slopes along the
Martin Luther King Jr. Park property boundary were revised to steeper slopes (1.75:1) to avoid
impacts to the park.
FEMA COMPLIANCE
The project has been coordinated with appropriate state and local officials and the Federal
Emergency Management Agency(FEMA) to assure compliance with FEMA, state, and local
floodway regulations.
WILD AND SCENIC RIVER SYSTEM
The project will not impact any designated Wild and Scenic Rivers or any rivers included in the
list of study rivers (Public Law 90-542, as amended).
I-3819B Individual Permit Application Page 14 of 16

MITIGATION OPTIONS
The NCDOT is committed to incorporating all reasonable and practicable design features to
avoid and minimize jurisdictional impacts, and to provide full compensatory mitigation of all
remaining, unavoidable jurisdictional impacts. Avoidance measures were taken during the
planning and NEPA compliance stages; minimization measures were incorporated as part of the
project design. The mitigation site established for the I-3819A project in the northeast quadrant
will be impacted by the proposed I-3819B project. NCDOT will coordinate with NCDMS and the
USACE to reconcile the mitigation credits offset.
Avoidance and Minimization:
NCDOT has reduced impacts to wetlands and streams to the greatest extent practicable, however
avoidance is not possible. Information regarding the avoidance and minimization efforts is also
detailed in the 2006 EA, 2008 FONSI, and the 2011 Construction Consultation. Specific
examples of avoidance and minimization measures for I-3819B include:
• Wetlands WC and WD and stream SJ in the southwest quadrant of the I-40/I-77 interchange
will be bridged to minimize impacts. The ramps over wetland WD were redesigned and shifted
from the NCDOT preliminary design to minimize wetland clearing impacts. The redesign/shift
of the new bridge also completely avoids impacts to wetland WG. Fill slopes at either end of
the bridge will not encroach into the jurisdictional wetland boundaries any more than
practicable.
• Hand clearing will be used in wetlands WC and WD under and adjacent to the new bridge to
avoid permanent impacts to the wetlands. The hand clearing areas on the east side of the bridge
will be used as a means of construction access and steel and wood mats will be used in wet
areas for construction equipment to avoid ground disturbance.
• A temporary pipe crossing of stream SJ will be used for construction access for the new bridge
in the southwest quadrant. The pipe will be removed after construction and the stream will be
restored to pre-construction contours to avoid permanent impacts to the stream.
• The bridge proposed to span Fourth Creek at Permit Site 5 is being lengthened beyond what
is needed hydraulically and will span an additional length of wetland WD that would
have been impacted by roadway fill. This bridge over Fourth Creek will be constructed from
each side of the stream to avoid stream impacts associated with the construction of the bridge.
• Roadway fill slopes at a 1.5:1 ratio with rock plating will be used at Permit Sites 3, 4, 15, and
23 to minimize wetland and stream impacts to wetlands WD and WF, and streams SI, SX, and
ST. In the other fill slope locations in wetlands and near streams, slopes have been designed at
a 2:1 ratio to avoid and minimize impacts to wetlands and streams.
• The alignment of the ramp in the northeast quadrant from westbound I-40 to northbound I-77
was shifted to the south from the NCDOT preliminary design to avoid direct wetland and
stream impacts within the NCDOT mitigation site and minimize impacts to the mitigation site
buffer.
• An existing culvert under I-40 to the east of I-77 will be removed to daylight stream SK and a
new bridge over the stream will be constructed.
• A temporary bridge will be used over stream SK for construction access for the new ramp in
the northeast quadrant. The temporary bridge will completely span stream SK to avoid stream
impacts.
I-3819B Individual Permit Application Page 15 of 16

• The new retaining wall at Permit Site 22 will be built along I-77 to minimize impacts to the
stream ST. Construction of the retaining wall will be conducted from the road side of 1-77 and
not from the channel to minimize"in stream" activities in stream ST.
• Sedimentation and erosion control best management practices(BMPs)will be strictly enforced
for the protection of wetlands and streams.
• Impacts of the project are minimized through the use of Type III clearing and grubbing which
does not clear the entire right of way width.
• Eight preformed scour holes(PSH)will be utilized throughout the project(see SMP)to provide
diffuse flow in locations surrounding Fourth Creek and adjacent wetlands.
• Nine dry detention basins will be utilized throughout the project (see SMP) to mitigate peak
flow increases due to increase in impervious area.
Compensation:
The NCDOT has avoided and minimized impacts to jurisdictional resources to the greatest extent
practicable as described above. Tables 2, 3, and 4 summarize the wetland and stream impacts for
this project as well as a breakdown of the impacts requiring mitigation by the USACE and
NCDWR. This project will permanently impact 1.41 acres of wetlands (0.02 acre from utility
impacts) and 3,194 linear feet of streams (2,175 linear feet of permanent fill and 1,019 linear feet
of bank stabilization). This project will temporarily impact 0.07 acre (394 10 of streams.
Per Tables 2 through 4, the total mitigation required by the USACE is 1.41 acres of wetlands and
2,175 linear feet of streams. Total stream mitigation required by NCDWR is 1,407 linear feet. The
DMS will provide compensatory mitigation for these impacts.
REGULATORY APPROVALS
Section 404: Application is hereby made for a USACE Individual 404 Permit as required for
the above-described activities.
Section 401: We are hereby requesting a 401 Water Quality Certification from the N. C. Division
of Water Resources. In compliance with Section 143 215.3D(e) of the NCAC, we will provide
$570.00 to act as payment for processing the Section 401 permit application previously
noted in this application(see Subject line).
Thank you for your assistance with this project. If you have any questions or need
additional information, please contact Erin Cheely at [e-mail] or [phone].
A copy of this application and distribution list will also be posted on the NCDOT website at:
http://connect.ncdot.gov/resources/Environmental/Pages.
Sincerely, ' I
Philip S. Ha is III, P.E., C.P.M.
Environmental Analysis Unit Head
cc:
NCDOT Permit Application Standard Distribution List
I-3819B Individual Permit Application Page 16 of 16

U.S. Army Corps of Engineers (USACE) Form Approved-
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT OMB No.0710-0003
Expires:01-08-2018
33 CFR 325.The proponent agency is CECW-CO-R.
The public reporting burden for this collection of information,OMB Control Number 0710-0003,is estimated to average 11 hours per response,including the time
for reviewing instructions,searching existing data sources,gathering and maintaining the data needed,and completing and reviewing the collection of
information.Send comments regarding the burden estimate or burden reduction suggestions to the Department of Defense,Washington Headquarters Services,
at whs me alex_esd mbx.dd dod-information-collections a©mail.mil.Respondents should be aware that notwithstanding any other provision of law,no person shall
be subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. PLEASE DO NOT
RETURN YOUR APPLICATION TO THE ABOVE EMAIL.
PRIVACY ACT STATEMENT
Authorities:Rivers and Harbors Act,Section 10,33 USC 403;Clean Water Act,Section 404,33 USC 1344;Marine Protection,Research,and Sanctuaries Act,
Section 103,33 USC 1413;Regulatory Programs of the Corps of Engineers;Final Rule 33 CFR 320-332. Principal Purpose: Information provided on this form
will be used in evaluating the application for a permit.Routine Uses:This information may be shared with the Department of Justice and other federal,state,and
local government agencies,and the public and may be made available as part of a public notice as required by Federal law.Submission of requested information
is voluntary,however,if information is not provided the permit application cannot be evaluated nor can a permit be issued.One set of original drawings or good
reproducible copies which show the location and character of the proposed activity must be attached to this application(see sample drawings and/or instructions)
and be submitted to the District Engineer having jurisdiction over the location of the proposed activity.An application that is not completed in full will be returned.
System of Record Notice(SORN). The information received is entered into our permit tracking database and a SORN has been completed(SORN#A1145b)
and may be accessed at the following website:http://dpcld.defense.gov/Privacy/SORNslndex/DOD-wide-SORN-Article-View/Article/570115/a1145b-ce.aspx
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO. 2. FIELD OFFICE CODE 3. DATE RECEIVED 4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BY APPLICANT)
5. APPLICANT'S NAME 8. AUTHORIZED AGENT'S NAME AND TITLE(agent is not required)
First-Philip Middle-S Last- Harris III First- Middle- Last-
Company- North Carolina Department of Transportation Company-
E-mail Address- E-mail Address-
6. APPLICANT'S ADDRESS: 9. AGENT'S ADDRESS:
Address- 1598 Mail Service Center Address-
City- Raleigh State- NC Zip- 27699 Country-USA City- State- Zip- Country-
7. APPLICANT'S PHONE NOs.w/AREA CODE 10. AGENTS PHONE NOs.w/AREA CODE
a. Residence b. Business c. Fax a. Residence b. Business c. Fax
[phone] [phone]
STATEMENT OF AUTHORIZATION
11. I hereby authorize, to act in my behalf as my agent in the processing of this application and to furnish,upon request,
supplemental information in support of this permit application.
SIGNATURE OF APPLICANT DATE
NAME,LOCATION,AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE(see instructions)
TIP No. I-3819B;Proposed 1-40/1-77 interchange area improvements in Iredell County,NC
13. NAME OF WATERBODY, IF KNOWN(if applicable) 14. PROJECT STREET ADDRESS(if applicable)
Fourth Creek,Morrison Creek,Gregory Creek, Beaver Creek,&UTs Address
15. LOCATION OF PROJECT
Latitude:oN 35.809806 Longitude:=W 80.861192 City State- Zip
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN(see instructions)
State Tax Parcel ID Municipality
Section- Township- Range-
ENG FORM 4345, MAY 2018 PREVIOUS EDITIONS ARE OBSOLETE. Page 3 of 1

17. DIRECTIONS TO THE SITE
See attached vicinity map and cover letter.
18. Nature of Activity(Description of project,include all features)
The 1-3819B section involves the construction of a turbine interchange.The current interchange will be revised to a two-level turbine
interchange replacing the loops in the NW and SE quadrants with directional ramps.New bridges will be constructed to accommodate the
two-lane directional ramps for eastbound 1-40 to northbound and southbound 1-77. A new two-lane bridge will be constructed to
accommodate traffic from westbound 1-40 to southbound 1-77.The ramp for eastbound 1-40 to northbound 1-77 will be constructed as a two-
lane directional ramp. One loop ramp will remain and will be reconstructed in the SW quadrant to accommodate southbound 1-77 to
eastbound 1-40 traffic. 1-40 and I-77 will be widened from two-to three-thru lanes in each direction in the project area,with additional lanes
constructed to accommodate the new interchange ramp. In addition,a new eastbound collector-distributor roadway will be constructed along
the south side of 1-40 between the existing US 21 interchange and the proposed turbine interchange. Improvements will be made to the
existing eastbound 1-40 ramp at SR 2158.The loop ramps from E.Broad Street to 1-77 will be slightly realigned and ramps from northbound
and southbound 1-77 will be widened to accommodate one additional lane on each ramp.
19. Project Purpose(Describe the reason or purpose of the project,see instructions)
The 1-40/1-77 interchange is currently experiencing traffic capacity deficiencies and the diminished ability to function as a North Carolina
Strategic Highway Corridor and United States Interstate System.The primary purpose of this project is to improve traffic flow along the 1-40
and I-77corridors; and improve regional connectivity between Iredell County and points east,west, north,and south within North Carolina
and across the Interstate system. In addition to operational improvements,there are several safety benefits associated with the proposed
design.
USE BLOCKS 20-23 IF DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s)for Discharge
Proposed impacts are required as a result of widening the highway and its shoulders,constructing redesigned intersections(directional ramps
and bridges)and lengthening/replacing existing hydraulic structures within the project area.
21. Type(s)of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
See attached cover letter/permit drawings.
22. Surface Area in Acres of Wetlands or Other Waters Filled(see instructions)
Acres See attached cover letter/permit drawings.
or
Linear Feet See attached cover letter/permit drawings.
23. Description of Avoidance,Minimization,and Compensation(see instructions)
See attached cover letter.
ENG FORM 4345,MAY 2018 Page 3 of 2

24. Is Any Portion of the Work Already Complete? I IYes Xj No IF YES, DESCRIBE THE COMPLETED WORK
Early works construction began in May 2019 in areas that would not impact jurisdictional wetlands and streams.
25. Addresses of Adjoining Property Owners, Lessees, Etc.,Whose Property Adjoins the Waterbody(if more than can be entered here,please attach a supplemental list).
a.Address- See attached table and permit drawings
City- State- Zip-
b.Address-
City- State- Zip-
c.Address-
City- State- Zip-
d.Address-
City- State- Zip-
e.Address-
City- State- Zip-
26. List of Other Certificates or Approvals/Denials received from other Federal,State,or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL* IDENTIFICATION DATE APPLIED DATE APPROVED DATE DENIED
NUMBER
Would include but is not restricted to zoning,building,and flood plain permits
27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this information in this application is
complete and accurate. I further certify that I possess the authority to undertake the work described herein or am acting as the duly authorized agent of the
al Z°9
GNATURE OF APPLICANT �- c AT SIGNATURE OF AGENT DATE
The Application must be signed by the person who desires to undertake the proposed activity(applicant)or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that:Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or fraudulent
statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or fraudulent
statements or entry, shall be fined not more than$10,000 or imprisoned not more than five years or both.
ENG FORM 4345,MAY 2018 Page 3 of 3

otsrmr.,
+'� :...
ROY COOPER NORTH CAROLINA
Governor Environmental Quality
MICHAEL S.REGAN
Secretary July 12,2019
TIM BAUMGARTNER
Director
Mr.Philip S.Harris,III,P.E.,CPM
Environmental Analysis Unit
North Carolina Department of Transportation
1598 Mail Service Center
Raleigh,North Carolina 27699-1598
Dear Mr.Hams:
Subject: Mitigation Acceptance Letter:
I-3819B,1-40/1-77 New Interchange and Improvements,Iredell County
The purpose of this letter is to notify you that the Division of Mitigation Services(DMS)will provide the
compensatory stream and wetland mitigation for the subject project. Based on the information supplied by you on July 11,
2019,the impacts are located in CU 03040102 of the Yadkin Fear River basin in the Central Piedmont(CP)Eco-Region,and
are as follows:
Yadkin Stream Wetlands Buffer(Sq.Ft.)
03040102 - Non- Coastal
CP Cold Cool Warm Riparian Riparian Marsh Zone 1 Zone 2
Impacts(feet/acres) 0 0 2,175.0 1.41 0 0 0 0
*Some of the stream and/or wetland impacts may be proposed to be mitigated at a 1:1 mitigation ratio. See permit application
for details.
This mitigation acceptance letter replaces the mitigation acceptance letter issued on May 20,2018. DMS
commits to implementing sufficient compensatory stream and wetland mitigation credits to offset the impacts associated with
this project as determined by the regulatory agencies in accordance with the In-Lieu Fee Instrument dated July 28,2010. If the
above referenced impact amounts are revised,then this mitigation acceptance letter will no longer be valid and a new
mitigation acceptance letter will be required from DMS.
If you have any questions or need additional information,please contact Beth Harmon at 919-707-8420.
Sincerely,
James B. Stanfill
DMS Asset Management Supervisor
cc: Mr. Steve Kichefski,USACE—Asheville Regulatory Field Office
Ms.Amy Chapman,NCDWR
File:I-3819B
, 116CINORTHINA E
IrS ,
North Carolina Department of Environmental Quality I Division of Mitigation Services
217 W.Jones Street 11652 Mail Service Center I Raleigh,North Carolina 27699-1652
919.707.8976

Section 404/NEPA Merger Project Team Meeting
Concurrence Point No. 2A—Bridging Decisions and Alignment Review
And
Concurrence Point 4A—Avoidance and Minimization
I-40/1-77 Interchange Area Improvements
Iredell County, North Carolina
Federal Aid Project No. N/A (formerly IMS-40-2)
WBS Element No. 34192.3.2
TIP Project No. I-3819B
Approximate lengths of bridges for the preferred alternative for I-3819B are included in the
attached Table 1 and are referenced to the attached figure dated March 20, 2019.
Avoidance and Minimization
00 Resources within the I-3819B project area that were committed to being partly or
completely bridged as part of the May 13, 2008 CP 2A/4A Agreement are still being
bridged under I-3819B.
0o The design and location of the bridges left to construct under I-3819B at current
Resource IDs 5, 7, and 8 have not changed substantially since 2008. Impacts to
jurisdictional resources are avoided at these locations. An existing culvert under 1-77
will be removed at ID 7 and replaced with a bridge, as originally planned.
00 The bridge at current Resource ID 6 has shifted to the south as part of the tighter
turbine interchange footprint. This shift avoids impacts to the restored wetlands and
streams in the mitigation site in the northeast quadrant and minimizes impacts to the
mitigation site buffer.
0o Mainline I-77 has been shifted slightly to the east, resulting in minimizing impacts to
wetland WD. This shift has resulted in a minor fill impact to Wetland WH on the east
side of I-77. Wetland WD has been rated Medium in accordance with the NC Wetland
Assessment Method. Wetland WH has been rated Low.
00 The bridging to be done under I-3819B in the southwest quadrant has changed since
the May 13, 2008 CP 2A/4A Agreement to be less extensive at current Resource IDs
1, 2, 3, and 4 since the tighter turbine footprint avoids a lot of the acreage of wetland
that would have previously been bridged.
o Based on the mapping from the 2008 CP2A/4A packet, there will now be less
impacts to wetlands WC and WD (W15) from fill as a result of the turbine
interchange footprint. In addition, wetland shading impact is reduced by about
1.0 acre in the southwest quadrant.
o Wetland WG is now completely avoided by the turbine design(no fill or
shading).
Page I 1

The Project Team has concurred on this date of March 20, 2019 with the approximate bridge
lengths proposed for I-3819B. The Project Team also concurred on March 20, 2019 that
Avoidance and Minimization efforts to jurisdictional feature and other important resources
(i.e., the mitigation site in the northeast quadrant)were completed for the preferred alternative
(Turbine Interchange).
DocuSigned by: r DocuSigned by:
USAC `L,c-t,Ole, R"` ,,' a4019 NCDOT '-€ -6/5/2019
§1oA17 lgaactiv43A... PegatotMel
USEPA Q�Ma�t{�a �0►MtV1tit 10/2019 USFWS aztivt ' 6/5/2019
osafewadW.08 Dt89116@aftS6945D...
NCDW 40NA t. 41rooa 6/10/2019 NCWR taz/a. 64.444,
6/12/2019
APPM/41105151476... ®PBUINE ®4AD4C9_.
FHWA 230,1..,,a.* 23.res„ 6/6/2019 SHPO kenez jJQ,edknxa-F:u 2019
B96E8B70991E42C... C26A1556A275464_. `'''`�'�'
Page l 2

NNEI ) LANE
Meeting Minutes
1-40/1-77 Interchange
To: Concurrence Point 4B Merger Meeting Attendees
From: Everett Gupton, PE
Date: March 20, 2019
Location: NCDOT Structures Design Conference Room, Raleigh, NC
Subject: Meeting Minutes for Concurrence Point 4B Merger Meeting
1-40/1-77 Interchange
TIP Numbers I-3819B, U-6039
Attendees (* By teleconference) (**submitted comments by email prior to meeting)
Nicholle Braspennickx U.S. Army Corps of Engineers (USACE)
Monte Matthews U.S. Army Corps of Engineers (USACE)
Amanetta Somerville* US EPA
Claire Ellwanger US Fish and Wildlife (USFW)
Donna Hood N.C. Division of Water Resources (NCDWR)
Marla Chambers** N.C. Wildlife Resources Commission (NCWRC)
Tim McFadden NCDOT Design-Build
Dan Duffield NCDOT Design-Build
Erin Cheely NCDOT Environmental Assessment Unit (EAU)
John Jamison NCDOT Environmental Policy Unit (EPU)
Larry Carpenter* NCDOT Division 12
Matthew Evans* NCDOT Division 12
Mark Staley NCDOT Roadside Environmental Unit
Anthony Moore NCDOT TEA
Patrick Tuttle? NCDOT L & S (Region III)
James Jeffreys? NCDOT L & S (Region III)
Matt Miltner Lane Construction
Everett Gupton WSP
Adam Karagosian WSP
Daniel Bridges WSP
Jason Gorrie WSP
Chris Davis WSP
Jon Becker WSP
A Concurrence Point 4B meeting was held on March 20, 2019 in the NCDOT Structures Design
Conference Room at 1:00 pm. The primary purpose of this meeting was to review the submitted 4B
plans and discuss significant design changes. A summary of the agenda and discourse is provided
below.
Note that the original design which was presented at the 2A and 4A review stage is referred to as the
"NCDOT preliminary design" and the current design being proposed for construction and review at this
4B meeting is referred to as the "WSP/Lane design".
Page 1 18

NNEI ) LANE
Meeting Minutes
The meeting began with attendee introductions. After which, Everett Gupton began a PowerPoint
presentation which has been attached to these meetings in PDF format. During presentation of the
PowerPoint, several topics were discussed.
• Everett began with an introduction of the project, and how it relates to the I-3819A project, and
provided a timeline of the project history.
• Everett presented a project timeline and stated the full construction is anticipated in November
2019 while earlier construction work outside of jurisdictional areas may commence as early as
April 2019. An exhibit is included at the end of the minutes displaying the areas of early work
outside of jurisdictional areas. After the project history, he presented the environmental
commitments from the EA.
• Exhibits were shown which highlighted which improvements were part of the 1-3819A project,
and how the current WSP/Lane design ties into the 1-3819A project.
• Exhibits were also presented which compared the overall WSP/Lane design to the NCDOT
preliminary design.
• For reference, Everett mentioned that the quadrants of the proposed turbine interchange are
identified as follows:
o Northeast Quadrant— "A"
o Northwest Quadrant— "B"
o Southwest Quadrant— "C"
o Southeast Quadrant— "D"
• Daniel Bridges presented a few of the significant design changes, and the impetus for each.
These changes include:
o Shifting 1-77 (near the crossing with 1-40) to the east: This shift minimized wetland
impacts within quadrant C, and allowed for shifting of ramp in quadrant A, closer to the
existing 1-40 alignment.
• Everett provided a preliminary table of impact quantities. For the proposed design, WSP
expects a slight increase in stream impacts, but fewer wetland impacts.
• In quadrant C, Everett presented that the proposed bridge over the wetland "WD" is fewer lanes
(2 lanes) than the NCDOT design (4 lanes). Additionally, the alignment was selected to limit the
number of bents in the wetland. Additionally, rock plating is specified along select Ramp C fill
slopes to minimize impacts due to fill. The WSP/Lane design impacts a longer stream segment.
This is due to the revised ramp layout. An existing 54" RCP outfall will be replaced by a 60"
RCP outfall further downstream. However, also due to the revised ramp layouts, proposed
wetland impacts are significantly less than what was shown in the NCDOT preliminary design.
• In quadrant A, WSP/Lane proposed reduction in impacts to the existing mitigation area buffers
(as outlined during the I-3819A project). Everett estimated that the current proposed slope
stakes encroach nearly 100' less into the mitigation area than the NCDOT preliminary design.
o Nicholle Braspennickx asked if there was any credit given for the mitigation site buffer.
Erin Cheely indicated that the difference between wetland/stream credit and buffer credit
was not broken out. This detail will need to be quantified and developed further for the
4C meeting.
• Everett presented that in quadrant A, the WSP/Lane design incorporates a channel change, in
order to eliminate the need for a box culvert under the ramps. As with the NCDOT preliminary
design, the WSP/Lane design shows the removal of the existing dual 7x7 concrete box culvert
under 1-40, and replacing it with a bridge.
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• Everett reiterated that the design changes in quadrant A primarily minimize impacts to the
mitigation site, and eliminates the need for a proposed culvert. Instead of the culvert, a channel
change will be required. This results in a net increase in quantity of stream impact, but results
in an open channel, rather than a closed culvert.
• Donna Hood pointed out that the NCDOT preliminary design is what was previously signed-off
on by the Merger Team.
• Donna wondered if there is any way that the design team can gain environmental credit as a
result of removing the dual 7x7 box culvert. She also discussed the possibility for"natural
channel elements" with Erin. Donna asked that WSP/Lane evaluate options for a more natural
stream surface (e.g., constructed riffles), as opposed to simply dumping riprap in the channel.
Matt Miltner agreed that WSP and Lane are open to evaluating such a design. Everett pointed
out that the channel is very flat in this location. Dan Duffield expressed concern about impeding
hydraulic conveyance. Donna asked that at the very least, the riprap along the new channel
bed should be embedded. It was mentioned that discussions regarding the channel design will
continue up to, and through the 4C meeting.
• Donna asked about a comparison of pre vs post-construction discharges, and expressed
support for the use of stormwater detention basins. Everett mentioned that the WSP/Lane
design currently incorporates 7 detention basins.
• Nicholle asked whether federal funds are being used for I-3819B. Erin indicated that 1-3819 has
a federal EA and FONSI but 1-3819B is now state funded. The I-3819A project used federal
funds for construction.
Following general discussion, Everett presented each 4B plan sheet where potential impacts to
jurisdictional waters and wetlands exist. Marla Chambers provided comments through email. Those
comments have been inserted in the appropriate locations below and responses included.
Sheet 5
Everett mentioned that the existing 60" CMP was filled with flowable fill, and replaced with 72" RCP
during the 1-3819A project. The WSP/Lane design does not propose significant permanent impacts to
jurisdictional features in this area. The design simply proposes a new headwall to reduce impacts from
the roadway fill slope.
Sheet 7
No impacts to jurisdictional features are proposed on this sheet. Everett presented that existing
stormwater outfalls will be retained and utilized. The WSP/Lane design incorporates new riprap to
ensure stable outfall locations prior to flow entering wetland "WAA".
Sheet 9A
Again, Everett mentioned that there are no impacts to jurisdictional features in this area. Existing storm
drain boxes will be adjusted to match the new proposed road surface and an existing riprap spillway
channel will be utilized as an outfall location near Fourth Creek.
Sheet 10
The WSP/Lane design incorporates a proposed bridge along YRPCA to span an existing UT to Fourth
Creek and existing wetlands. Stormwater outfalls in this area will discharge to old sediment basins.
The berms of these basins will be removed in a manner that ensures minimal velocities discharging into
the wetland. Nicholle asked if interior bridge piers were displayed on the map. Bridge piers were not
shown, but Daniel and Matt offered to provide an elevation view of the bridge, to display the span
configuration and the pier locations as compared to the environmental features.
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Everett mentioned that the proposed 60" RCP in quadrant C (southwest quadrant), which will replace
the existing 54" RCP, will incorporate outlet protection to a length of 4 times the pipe diameter.
Additionally, the 54" RCP will be removed where feasible, and the rest filled with flowable fill.
Donna mentioned that on the 1-85 project, they had issues where their jack and bore conflicted with the
replaced pipe, and the outlet ended up in a different location than initially intended. She asked that
WSP/Lane confirm how much space is required between the existing pipe and the newly proposed
alignment to ensure there are no issues during the jack and bore process.
Matt reiterated that only the portion under 1-40 is jack and bore, the rest will be installed via an open
cut. Matt confirmed the separation shown currently is within construction tolerances for this type of
work.
Sheet 11
Donna asked that the design team modify the alignment of the proposed channel change, so that it
does not intersect the existing stream at a 90 degree angle.
Marla Chambers Email Comment: "Suggest a better angle where the channel change outlets to the
stream".
The design build team confirmed that they will look to make a better intersection angle where
the channel change enters Tributary 3 to 4th Creek.
Nicholle asked if the plan sheet showed a bridge over the mitigation site. Everett clarified that a bridge
is not proposed here but roadway fill for the ramp is proposed in this location. Everett reiterated that the
WSP/Lane design in this location does minimize impacts to the existing mitigation area, with
significantly less impact than the NCDOT preliminary design.
Everett presented that there is an existing bridge over tributary 3 along Ramp D from the 1-3819A
project. Our work along that bridge will be limited to shoulder pavement reconstruction.
Everett presented that an existing detention basin in the quadrant will be utilized to provide peak flow
reduction, and Donna voiced her support.
Sheet 12
Marla Chambers Email Comment: "about station 122, is there a jurisdictional stream involved, being put
in the storm water system?"
After a brief review of the blue line on this sheet, as presented on the 4B plans, Adam
Karagosian and Erin confirmed that the line did not represent a jurisdictional feature.
Sheet 15
Everett mentioned that this sheet portrays the eastern extents of the project, and that although the
design utilizes an outfall to an existing wetland, it does not require any physical adjustment of the storm
drainage system in that area.
Donna asked for clarification on the large ditch drawn between the "L" alignment and the "Y15RPB"
alignment. Everett mentioned that it may not necessarily be that steep, but both Dan and Everett
mentioned that it is fairly deep.
Sheet 16
Everett mentioned that temporary impacts will be required along the eastern edge of 1-77, in order to
install rock plating (and a 1.5:1 slope). However, there should be no permanent impacts in this area.
Donna stated that the stream in this location showed signs of degradation and stress. Donna stressed
that constructing the rock plating in this location will be a challenge. Erin indicated the stream in this
location is intermittent until it crosses under 1-77 to the west.
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Sheet 17
The WSP/Lane design continues the slope protection (rock plating) through to the existing culvert at
station 37+50. The design also incorporates a supplement to the existing pipe.
Donna asked if the supplement is big enough. She was concerned about the function of the creek, and
how far apart the pipes might end up. Erin asked that in the 4C meeting WSP/Lane show worst case
scenario for jack and bore. She mentioned it is easier to show "more" impacts, in case the jack and
bore ends up a bit further from the existing culvert than expected.
Everett confirmed that the permit drawings will show impacts for a graded bench. This will provide a
conservative estimate of the impact area, in case the jack and bore ends up further than expected from
the existing pipe. As such, the design is less likely to require permit modifications.
Dan asked if the design could incorporate the standard 500 feet of bank stabilization. Donna stated
that she was not overly concerned about permitting of stabilization. Ensuring the stabilization
measures work well, is more important.
Adam asked if stabilization could tie in to the toe of the stream (below the ordinary high water mark).
Erin confirmed that such stabilization would be a permanent impact, but would not require mitigation.
Everett moved on to second cross-pipe supplement location on the same sheet (Station 47+00) and
another detention basin. In the vicinity of this second supplement, Erin confirmed that the small
segment between the existing 54" RCPs east of 1-77 is jurisdictional.
Donna mentioned that this area is very flashy and asked that the design team evaluate larger pipes, or
at least to ensure that the inlet and outlet areas will remain stable.
Everett briefly mentioned the current design criteria, and that junction boxes will be utilized to ensure
stable conveyance.
Sheet 19
Everett began with discussion of the triple box culvert extension and highlighted the Broad Street bridge
replacement. He also mentioned the location of the retaining wall to limit impacts to the stream.
Everett mentioned that there will be temporary impacts during construction of the retaining wall, but
permanent impacts will be avoided where possible.
Matt mentioned that WSP/Lane are currently evaluating wall types, and are conducting soil borings
right now.
Donna asked if the existing concrete slope protection under the Broad Street bridge would be removed.
Daniel and Everett presented the proposed channel geometry and bank material. Everett also
mentioned that the pier will be located on the bench. Everett mentioned that a channel change will be
required beneath the bridge.
Daniel offered to provide an elevation view of this bridge as well. Everett shared an image from the
current BSR which displayed the proposed layout, the slopes of the stream bank, and dimensions in
relation to the proposed wall.
Everett mentioned that the impacts in this area are consistent with what was shown in the NCDOT
preliminary plan. The WSP/Lane design does shorten the length of the retaining wall by approximately
400' (1300' total instead of 1700' total).
Erin asked if Everett could quickly address Marla's comment about the flow distribution between the
three culverts. Everett mentioned that we could evaluate design options, but there would likely be
issues with the base flood elevation if the design incorporated sills, floodplain benches, etc. Since this
is a culvert extension designing sills and floodplain benches is not practical.
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Sheet 20
Everett showed the detention basin in this area. Donna asked for clarification of the material of the
spillway. Everett confirmed that it will be riprap lining.
Chris Davis mentioned that it is likely a City of Statesville easement in this area.
Erin and Donna wanted to confirm that riprap in the bed will be embedded.
Marla Chambers Email Comment: "lower left corner, 42"CSP & 5'basin coming from dry detention
basin appear to cross stream ST, rather than come to the edge of it. Also outletting flow at a
perpendicular angle to the stream— may need protection on opposite bank or angled differently. Also
5'basin at outlet of 66"CMP— basin rock should be imbedded in the stream bottom, if not already.
Center of page— new 48"welded steel culvert— outlet should connect to the existing stream, rather
than a riprap pad."
Sheet 21
Everett pointed out wetland impacts near the US-64 bridge. Everett mentioned that the shift of 1-77
begins in this area and slightly increased wetland impacts here would be offset by decreased impacts in
quadrant C.
Sheet 22
Everett highlighted the layout of the YRPAC bridge in the southwest quadrant, and explained that the
horizontal alignment, and span configuration had been selected to minimize impacts to the wetland.
Specifically, the alignment crosses in a narrower segment of the wetland, where one fewer bent would
be constructed within the wetland boundary that in an earlier WSP/Lane Team configuration.
Additionally, the WSP/Lane design impacts one small/skinny wetland on the east side of 1-77, but it is
more than offset by reduction of impacts along the west side of 1-77.
Sheet 23
The WSP/Lane design requires some impact to the existing mitigation area buffer, but not to the
jurisdictional resources on this sheet.
Donna asked how that reduction in impacts will be quantified and assessed. Erin and Nicholle will
discuss if that is on a square footage basis. According to Erin, this mitigation site offset impacts for only
the I-3819A project. She briefly mentioned that DMS may require re-payment for any impacts to the
mitigation site.
After seeing another detention basin, Donna reiterated her support for them, and would like to see the
level of storage and treatment provided by these basins.
Sheet 24
Everett mentioned that we are supplementing an existing 48" pipe with a proposed 42" pipe. Everett
mentioned that the WSP/Lane design will utilize a trenchless pipe, a proposed headwall, and the
existing riprap.
Erin suggested that modifications to the riprap at the outlet would be bank stabilization impacts in the
mitigation area. The rest of the group appeared to agree.
Sheet 27
Everett mentioned that the northern extent of the current WSP/Lane design does not cross/impact
stream "SR".
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After completing the review of individual plan sheets, Everett opened the floor for discussion or
comment.
• Nicholle asked for information on associated projects. Erin confirmed there are no permits
required for the U-6039 portion of the project. Everett showed the location of the U-6039
project.
• Nicholle asked if the project area has changed. Erin confirmed that the project area has not
changed.
• Nicholle pointed out that the DOT and Merger Team previously agreed that this would be a
modified Merger process. Erin mentioned that concurrence for 1-3819 included both CP 2A
(bridging) and 4A and the merger process began at CP 2A/4A. CP 1, CP 2, and CP 3 were not
included in previous merger discussions and decisions. .
• Erin and Donna discussed the 54" pipe in the southwest quadrant which was proposed to be
retained in the NCDOT preliminary design, but is proposed for replacement in the WSP/Lane
design. They noted that the existing 54" RCP was not large enough at the time to be included in
the previous CP 2A decision.
• Nicholle asked when WSP/Lane would be submitting a permit application. WSP/Lane offered to
check the schedule, but estimated a June timeframe.
• Donna mentioned that any significant design changes should be brought back to the merger
team for review. That has not yet been done. She admitted that the WSP/Lane team has just
recently developed a final design. She asked that an overview of the significant design changes
be attached to the meeting minutes. The overview could then be reviewed and signed for
administrative purposes.
• Erin offered a comparison of the two designs (what was presented for 2A, vs. the current
WSP/Lane design).
• Erin said that the Team will resend the 2A/4A materials with the meeting minutes, for re-
signature/finalization.
• Nicholle asked about the presence of threatened and endangered species. Erin indicated three
species are listed and none are an issue. The updated NRTR (2018)found no heartleaf. Bog
turtle is not an issue here. Northern long-eared bat is not an issue. Erin will check but believes a
SLOPES memo has been completed. Monte Matthews confirmed that since FHWA signed off
on the NEPA doc that they will be the lead on the NLEB. Erin will check to see if clearance has
been provided to satisfy FHWA.
• Dan (Duffield) asked for confirmation about why we need to re-send the 2A/4A forms for
signature. Donna and Erin mentioned that the forms will simply present the revised footprint, so
that the signed 2A documents are in line with the current proposed design.
• Daniel (Bridges) asked for, and received, confirmed that even though the 2A/4A forms need to
be re-sent for signature, the design can progress toward 4C.
• The updated 2A/4A form should describe "avoidance and minimization"
• Donna asked that WSP/Lane "keep it simple" on the 2A and 4A forms and simply show the
footprint of the NCDOT preliminary design and the footprint of the WSP/Lane design.
• Adam asked for, and received, confirmation that 2A/4A goes through docusign only to those that
need to sign. Everyone else will only receive the meeting minutes.
• Donna asked about utility impacts. Daniel (Bridges) mentioned that there is a tower carrying
power lines that will need shifted. He also mentioned that the design will relocate the sewer line
that is currently running through the dual 7x7 box culvert, which will be replaced by a bridge.
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Daniel also mentioned a sewer relocation at broad street. Daniel reiterated that the only utility
impacts outside of the project construction area is the one tower that needs to be relocated.
• Dan (Duffield) asked if anyone had final comments.
• Meeting closed with no further comment.
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1-40/1-77 Interchange
To: Concurrence Point 4C Merger Meeting Attendees
From: Everett Gupton, P.E.
Date: June 20, 2019
Location: NCDOT Structures Design Conference Room, Raleigh, NC
Subject: Meeting Minutes for Concurrence Point 4C Merger Meeting
1-40/1-77 Interchange
TIP Numbers I-3819B, U-6039
Attendees (* By teleconference)
Nicholle Braspennickx* U.S. Army Corps of Engineers (USACE)
Donna Hood N.C. Division of Water Resources (NCDWR)
Robert Patterson N.C. Division of Water Resources (NCDWR)
Tim McFadden NCDOT Design-Build
Erin Cheely NCDOT Environmental Analysis Unit (EAU)
John Jamison NCDOT Environmental Policy Unit (EPU)
Larry Carpenter* NCDOT Division 12
Matthew Evans* NCDOT Division 12
Mark Staley* NCDOT
Jeffrey Wyatt* NCDOT
James Tortorella* NCDOT Roadway Design
James Jeffreys* NCDOT Division 12 Locating Engineer
David Stutts NCDOT Structures Management
Rodney Gantt NCDOT Division 12 Staff Construction Engineer
Jim Seybert Lane Construction
Matt Miltner Lane Construction
Everett Gupton WSP
Adam Karagosian WSP
Daniel Bridges WSP
Chris Davis* WSP
Jon Becker WSP
A Concurrence Point 4C meeting was held on June 20, 2019 in the NCDOT Structures Design
Conference Room at 10:00 am. The primary purpose of this meeting was to review the submitted 4C
permit plans. The following summarizes what was discussed.
The meeting began with a brief project description by Everett Gupton followed by attendee
introductions. (both on the phone and in the room).
Everett went through a brief agenda and a brief project history with some key dates. Early works
construction commenced in later April, 2019. Additionally, Everett showed aerial photos of existing
conditions as well as the preliminary design vs. our current turbine design. He mentioned the goal of
the changes regarding minimizing impacts to the 1-3819A mitigation site in the northeast quadrant and
the wetlands in the southwest quadrant.
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Everett gave an overview of the Design Build Team's (DBT) stormwater management strategy that
includes 9 detention basins, preformed scour holes, and vegetative conveyance to help with water
quality and peak flow reduction.
Following general discussion, Everett presented each permit plan sheet where impacts to jurisdictional
waters and wetlands are proposed. Everett also mentioned that Site 1 was determined to not be an
impact and as such has been removed.
Sheet 2-9 (PSH 10): Sites 2 & 3 -
At Site 3, the DBT is proposing rock plating at a 1.5:1 slope to minimize stream and wetland impacts.
The permit plans show fill impacts to the new pipe outfall. Donna Hood mentioned that the geotextile
shown in the bed will need to be removed from the outlet stabilization. Additionally, the endwalls for the
30" and 60" pipes will need to be combined into a single endwall.
At site 2, Everett reviewed the proposed bridge construction. Donna suggested bank stabilization in
SJ, near proposed bridge bent, since it will be close to the existing top of bank.
Donna wondered if any sun would reach under the bridge. Everett mentioned that the bridge has a
minimum of 5-6 ft of clearance above existing ground. Everett displayed the bridge profile.
Sheet 10-21 (PSH 11): Sites 9, 10, 11, & 12 -
At site 12, Everett indicated that the DBT is proposing small impacts only as needed to remove the
culvert. Donna asked about the detail, which Everett presented, and was approved by all.
Everett moved on to sites 9 and 10, presenting the channel change and the detail for the channel
change. Donna asked about the details which she mentioned looked good. She also asked about the
proposed slope of the new channel. Everett mentioned that it is approximately 1.4%. Donna
mentioned that additional structures may be required in the field, to hold the grade and ensure stability.
Donna indicated if large storm event comes through, the DBT may have to modify in the field.
Everett moved on to site 10 specifically, to talk about the outfall of the channel change to the proposed
stream. Donna said that it was good to outlet at the normal water surface elevation. She mentioned
that it might be worth it to look at stabilization on the opposite bank. Everett talked about the potential
for overtopping in Tributary 3 if stream is ever flowing deep so that will help dissipate energy.
Sheet 22-25 (PSH 16): Sites 14 & 15 -
At site 14, the DBT is proposing adding stabilization since the last stick of the existing 48" pipe had
fallen in. Donna mentioned there is a big scour hole at the end of an existing pipe. Matthew Evans
confirmed it is the 24" coming from the south at around Station 31+00 (from the car dealership lot).
Everett mentioned that is past our limits of reconstruction.
Everett moved on to site 15, where he presented proposed 1.5:1 slopes and rock plating to limit stream
impacts. The DBT is proposing riprap at embankment at the end of a proposed pipe which is replacing
an existing pipe outfall. Everett mentioned that the current drainage crossing the road will be re-routed.
The 18" CMP will not be retained.
Sheet 26-29 (PSH 17): Sites 16, 17, 18, & 19 -
Everett presented that at Sites 16 and 17, the DBT will be supplementing the 54" pipe with a 42" pipe.
Donna asked about the headwalls. Everett mentioned that the DBT is currently showing trenchless
installation, but the DBT may be able to open cut it and lay the pipes closer together. Donna agreed,
that it is good to show a little space if boring the pipe, but the DBT can move it closer if this location is
open-cut. She just asked that the headwalls be combined if any closer together. If they remain 10-12
feet apart, just stabilize with big rock to limit erosion. Everett mentioned that site 16 is the inlet site, and
site 17 is the outlet side. The DBT proposes more riprap at the outlet side. Donna asked to confirm if it
was a ditch coming in from the south which was confirmed. At Site 16 Robert Patterson asked if the
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inlet pipe into the SWM basin could be moved away from the outlet pipe. Everett indicated that this
change has already been made and will be reflected in the final plans.
Everett moved on to site 19, where an existing 54" pipe with sufficient capacity is proposed to be
retained and extended. He mentioned there is currently a small segment of stream between them,
which could not be maintained given our slope stakes. Donna mentioned that she does not like small
segments of open stream between pipes and is good with the new pipe section here. Donna asked why
the pipes were zig zagging. Everett mentioned that the pipes were set to work out geometry into the
box, and to limit HGL issues. Donna agreed, that small stream segments between pipes are not
necessarily high quality, and there is not a huge issue with combining this to one closed system.
Everett moved on to site 18, where the DBT proposes a junction box to help with elevation. Robert
asked to extend toe protection to the 15" CSP (north of dissipater basin). Donna asked how much the
pipe in the junction box is being lowered. Everett checked and said that there is about 5 feet of drop in
the junction box and is needed due to a large scour hole. Donna asked to confirm that the ultimate pipe
outfall comes out AT or BELOW stream elevation. She just wants to make sure that energy dissipater
does what it is supposed to. Everett presented the detail of the basin.
Matt Miltner asked that WSP provide a callout in the plans to label the drop box in this location.
Sheet 30 — 36 (PSH 19): Sites 20, 21, 22, & 23 -
Everett briefly discussed the impacts. He started with mentioning the Broad Street bridge replacement
and the culvert extension.
Everett started the presentation of this area with site 20. He mentioned there is an existing pipe
carrying an unnamed tributary to Tributary 2. Everett mentioned that the design proposes a change to
open conveyance with a channel change to carry it to Tributary 2.
At Site 21, Everett mentioned that the DBT is performing some bank grading in this area to
accommodate the culvert extension and improving bank slopes. Class 2 on the banks and native bed
material to fill scour holes is proposed. Donna asked to confirm the hatching was impact. She also
asked that the stream alignment be adjusted to include a more natural curve of the channel change into
the Tributary 2 upstream of the culvert extension.
Everett moved on to Site 22, and presented that it includes the culvert extension, the channel change
under the bridge, and the stabilization along the retaining wall.
Everett moved through them one at a time: extension, stabilization, channel change, etc.
He mentioned that the bed elevation modifications were only as needed to connect the two in a stable
profile. He mentioned that once the channel change ends, the DBT is only proposing class II riprap
from wall bottom to toe of stream. Everett showed the detail. Donna asked about access during
construction. Matt Miltner and Jim Seybert confirmed that construction will be done from the road side
and not from the stream channel. Everett mentioned that the wall excavation will be performed to the
depth recommended by the Geotech team, and riprap will be placed to re-stabilize the bank.
Jim confirmed there are two options to accomplish all work from the road side.
Everett mentioned that the DBT is assuming this long stabilization does not require mitigation, stating
the stabilization will eliminate the presence of bank erosion occurring currently. Donna, Erin Cheely,
and Nicholle Braspennickx started discussing if this area is mitigable. Nicholle indicated she is not
willing to commit at this time to a decision and asked for Donna's opinion. Donna indicated she would
want see the final permit application submittal first, before making a commitment; Nicholle agreed.
However, based on what they have seen in the creek so far, Donna is leaning toward not requiring
mitigation. Nicholle has a similar opinion, that it does not seem mitigable, but they will not be able to
commit at this point. Nicholle and Donna confirmed that if stream bank stabilization does require
mitigation, it will be site specific, not cumulatively for the whole project.
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Adam asked to confirm if embedded riprap in bed requires mitigation. Donna and Nicholle said yes, it
does require mitigation.
Daniel Bridges asked to confirm when and how that decision would be made. Donna mentioned that
the DBT should submit the permit as is, assuming no mitigation, and she would inform the team if
mitigation would be required and at what ratio (i.e., likely either 1:1 or 0.5:1). Donna also mentioned the
possibility of not requiring mitigation for the entire 850+If of bank stabilization in this area.
Everett moved on to site 23, where the DBT is proposing 1.5:1 slopes with rock plating and temporary
impacts only to ensure sufficient space for construction.
Sheet 37 —40 (PSH 20): Sites 24 & 25
Everett presented Site 25, where there is a 66" RCP extension and junction box just upstream of an
existing CMP (the survey shows the existing CMP as 60" but it was measured in the field as a 72"). He
mentioned that the DBT is currently proposing a nearby detention basin, but water table tests are being
performed to confirm if it is a feasible location.
Donna asked about the discharge into and out of the basin. Everett mentioned that the 50yr in is 36 cfs
and out is 28 cfs. Erin and Everett discussed that the outfall of the basin should be drawn as outlet
stabilization instead of riprap pad.
Sheet 41 —45 (PSH 21): Site 26
Everett presented Site 26 where the DBT is proposing a total impact of the wetland along the fill slope.
No other comments were made about this site.
Sheet 46 — 57 (PSH 22): Sites 4, 5, 6, 7, & 8
Everett presented the title sheet to illustrate where these sites are. Everett started with Site 4, where
the DBT is showing mechanized clearing due to the proposed slope stake's proximity to the wetland.
He then presented Site 5 and described the dimensions of the impacts the DBT is showing for the
proposed bridge over the wetland. Currently, the DBT is proposing fill impacts at the interior bent
locations with mechanized clearing offset 5 ft on either side. The remainder of the area under the
bridge and 50 ft on either side of the bridge face is being proposed as hand clearing. Everett also
mentioned that the DBT will be using a temporary pipe across the existing stream (SJ) for access.
Donna asked how the DBT will be accessing the site. Matt confirmed that steel and wood mats would
be used in the wet areas.
Nicholle asked the DBT to confirm if an access road is needed or if the DBT is using mats in wet areas.
Matt Miltner again confirmed that mats will be used to traverse wet areas. The hand clearing areas on
the east side of the bridge will be used as a means for construction access.
Everett moved on to Sites 6 and 7, where the DBT is proposing riprap at embankment impacts. Everett
mentioned that these are the only proposed impacts to Fourth Creek on the project. The new bridge
over Fourth Creek will be constructed from each side of Fourth Creek without additional impacts.
Everett moved on to Site 8 impacts, which includes a small section of wetland that is proposed to be
impacted by a fill slope. No one had comments about this site.
Everett briefly moved through the cross sections and profiles to show the elevations of the bridges.
Sheet 58-61 (PSH 24): Site 13
Everett discussed the drainage system changes, and that the DBT no longer needs a jack and bore.
Everett pointed out that this impact site is within the I-3819A mitigation site. He mentioned that a
combined headwall for a proposed 24" pipe next to the existing 48" pipe at the outfall is being
proposed. Everett then discussed the existing riprap in this location, and that the DBT will just be
supplementing it with more riprap and grading a bench.
Donna again reiterated that no geotextile be shown in streambeds, ANYWHERE in jurisdictional stream
impact site. The DBT will revise details accordingly.
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Adam asked to confirm how that impact is being listed, and if bed stabilization is appropriate. Erin and
Donna agree that the detail should be adjusted to label the "existing riprap".
Sheet 62 — 65 (PSH 27): Site 27 -
Everett moved on to site 27 where the DBT is extending an existing 60" RCP. Erin pointed out that this
is new since 4B meeting. No comments were made at this site.
Sheet 66 (Impact Summary Table 1): Sites 1-18 -
Everett briefly displayed the impact table. No specific comments were made.
Sheet 67 (Impact Summary Table 2): Sites 19-27 -
Same as above.
Utility Sheets —
Everett started by describing Site U-1. At this site, the DBT is proposing a sanitary sewer relocation to
remove the sanitary sewer line from the box culvert prior to being able to remove the culvert. Everett
mentioned that the proposed pipe will be bored under the road (1-77). He showed the proposed
alignment, how it will be constructed, where it will cross the wetland (WJ), and where it will tie to the
existing sanitary sewer.
He then moved on to Site U-2 which encompasses the Duke transmission tower relocation. He
mentioned that the existing tower will be relocated, and the DBT is showing an access path along the
edge of their easement, to minimize wetland impacts. He mentioned that the DBT is showing a
permanent fill impact for the new tower.
Adam pointed out that coordination with the Duke is on-going, and the impacts being shown are our
best estimate of impact location at this time.
Nicholle asked for clarification on what the access path entails. Daniel mentioned the DBT just
received plans from Duke, and that the DBT is not sure how they are clearing. In subsequent
conversations with Duke Energy, access through jurisdictional areas will be accomplished through the
use of mats. In addition, the proposed construction of the tower will result in permanent impacts from
four 4'x4' footings for the tower. The remaining area around and under the tower will be used as the
work area and covered in mats as appropriate.
Nicholle asked if the DBT will be monitoring the Duke work. Duke will be doing the work, but no one is
sure how the permit will be set up to ensure the appropriate responsibility/liability for the parties
involved.
Nicholle asked why the DBT is showing an access road here when access roads are not shown in
impact site #5. that is Nicholle asked why the DBT is hatching the access road in the Duke ROW.
Adam clarified that this hatched area will simply be for access through this jurisdictional area; the
expectation is for Duke to drive across this area and have some soil disturbance, therefore it would be
a temporary impact. Daniel clarified that the DBT requested them to use the south side of the easement
to minimize wetland area impacts.
Erin asked the DBT to confirm that Lane's proposed access roads are within areas hatched as hand-
clearing impacts. Everett and Adam confirmed this. Erin then reiterated that is why access roads are
not shown in impact site #5, since they are within the hand-clearing impacts. Everett asked for
clarification if the DBT can stop the Duke access road at our limits of hand-clearing. Erin instructed the
DBT to show separate impacts, but label that it overlaps with other impacts so that they are not double
counted.
Adam pointed out that an area within Site 5 does not contain trees and is very wet. This area is
identified as hand clearing impacts. Adam asked if it needs to be classified differently depending on
how many trees will be cut down. Erin clarified that the question is whether hand clearing in areas
rage 516

NNEI ) LANE
Meeting Minutes
where there are no trees needs to labeled/quantified differently. Donna indicated that identifying this
area as "hand clearing" is acceptable.
Nicholle likes that hand clearing marks the limits of"authorized" activities and mechanized clearing
around bridge bents is shown.
Everett asked if temporary impacts are fine around the tower being removed. Erin said that temporary
seems fine, just give them room around the tower to work. {Note: In subsequent conversations with
Duke Energy, Duke staff informed the DBT that the removal of the existing tower would result in the
existing footings being hand excavated and "cut-off' 3-4 feet below existing ground.}
Donna asked the DBT to confirm that drawings submitted for the permit are the same ones given to
field staff.
Proposed Early Works
Everett moved on to early works locations. He mentioned that not all blue shown represents
jurisdictional features, and that all drainage infrastructure is shown in blue.
Everett showed that the majority of early work is along 1-40, east of tributary 3. End bent work will be
done over tributary 3, with no impacts, since there is an existing box culvert in this location. Everett
moved on to ramp D, where the DBT is staying away from wetland impacts. Also, the DBT is showing
early work along ramp AC, but again, it is not near any jurisdictional areas.
Miscellaneous Items
Donna asked about the concrete plant. Jim confirmed that the concrete plant will be in a location
other than the first one proposed.
He also mentioned that fly ash would be contained. Donna said another site would be more agreeable.
Daniel mentioned that the new site is not by any jurisdictional features, and it is out of the floodplain.
Nicholle asked when the permit will be submitted. Adam mentioned that it will be submitted to DOT for
review within the next week or two and it will be several weeks before it is submitted to the agencies
Erin will work on accounting for the impacts to the existing mitigation site. Donna confirmed that no
significant portion of the mitigation site will be impacted. Adam asked if the DBT needs to include any
information in the permit application specific to the impacts to the mitigation site, and if/how it will be
reconciled with the "A" project. All agreed that the impacts to the mitigation site should be mentioned.
Nicholle said, feel free to reach out with any questions.
Page 616

Federal Aid#: IMS-40-2 TIP#: 1-3819 County: Iredell
CONCURRENCE FORM FOR ASSESSMENT OF EFFECTS
Project Description:Improvements to I-40/1-77 Interchange in Statesville
On September 15,2010,representatives of the
2/:::" North Carolina Department of Transportation(NCDOT)
V'Federal Highway Administration{FHWA)
North Carolina State Historic Preservation Office(HPO)
❑ Other
Reviewed the subject project and agreed on the effects findings listed within the table on the
reverse of this signature page.
Signed:
t.."-A CA--t---,—../71-1-14 \r\-4-4---,— CI ilc i7f)1 0
Representative, Q Date
.+e___11-,--45----- q-) S " /0
FHWA,for the Division Administrator,or other Federal Agency Date
Representative,HPO Date
Cf--i&i_e_) 1tL-4Z— q- 'q- /540
State Historic Preservation Officer Date

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k III f7 North Carolina Department of Transportation
S Highway Stormwater Program
STORMWATER MANAGEMENT PLAN III ii_'•
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 34192.3.2 TIP No.: I-3819B/U-6039 County(ies): Iredell Page 1 of 6 _
General Project Information
WBS Element: 34192.3.2 TIP Number: I-3819B/U-6039 Project Type: Roadway Widening Date: 3/13/2019
NCDOT Contact: Dan Duffield Contractor/Designer: WSP
Address: Design-Build Address:434 Fayetteville St,Suite 1500
1595 MAIL SERVICE CENTER(MAIL) Raleigh,NC 27601
RALEIGH,NC 27699-1595
Phone: [phone] Phone: [phone] —
Email: [e-mail] Email: [e-mail]
City/Town: Statesville,NC County(ies): Iredell
River Basin(s): Yadkin-Pee Dee CAMA County? No
Wetlands within Project Limits? Yes
Project Description _
Project Length(lin.miles or feet): 4.00 Surrounding Land Use: Existing Interstate with commercial,residential,agricultural uses surrounding
i mml Proposed Project Existing Site s
Project Built-Upon Area(ac.) 184.5 ac. 107.1 ac.
Typical Cross Section Description: 1-40:Three 12'lanes EB&WB with 12'FDPS and Median Barrier-concrete 1-40:Two 12'lanes EB&WB(typical)with grass median
1-40 EB CD:Two 12'lanes with 10'interior and 4'exterior FDPS-concrete 1-77:Two 12'lanes EB&WB(typical)with grass median
1-77:Three 12'lanes NB&SB with 12'FDPS and Median Barrier-OGFC Broad St:4 lanes w/center turn lane
Broad St.(Y9):4 lane divided w/center turn lane and center island
Annual Avg Daily Traffic(veh/hr/day): Design/Future: Year: Existing: 1-40:65,000,1-77:64,000 Year: 2017
General Project Narrative: The Design-Build Project I-3819B/U-6039 will provide the ultimate 1-40/1-77 interchange improvements and access management solutions on SR 2321 (East Broad Street)from
(Description of Minimization of Water Vine Street to SR 2422(Signal Hill Drive).The project will also 1)provide 1-40 collector-distributor roadways between the US 21 and 1-77 interchanges,2)modify the 1-77/East
Quality Impacts) Broad Street interchange,and 3)widen 1-77. No direct discharges from proposed bridges to jurisdictional streams are proposed on the project.
Project is utilizing vegetative conveyance to the maximum extent practical while utilizing the use of dry detention basins to mitigate peak flow increases due to increases in
impervious area. In total,9 dry detention basins are proposed on the project providing treatment for 2.2 ac-ft of volume at and average precipitation depth of 1.25 inches over
the impervious area treated. In addition,8 preformed scour holes are being utilized to provide diffuse flow in locations surrounding 4th Creek and adjacent wetlands.
In the NW quadrant of the 1-77/1-40 interchange,the project involves removing a 2@7x7 RCBC conveying an unnamed tributary of Fourth Creek under 1-40 and replacing it with
a bridge. Under the bridge,a constructed channel consisting of CL II riprap for stablilty will replace the existing culvert. Upstream of the new bridge on 1-40,a new bridge will be
constructed over the same unnamed tributary to carry ramps from westbound 1-40. South of the 1-77/1-40 interchange,a new bridge will be constructed on 1-77 over Fourth
Creek,replacing the existing bridge.
The project also includes the replacement of the Broad Street bridge over 1-77 and an unnamed tributary to 4th Creek which includes armoring the stream banks and some of
the stream to stablize it with class 11 riprap. Upstream of the Broad Street bridge,an existing 3 @9'x11'RCBC will be extended on the upstream and downstream end under I-
77. This culvert to will have some armoring done at the inlet and outlet to stabilize the channel.
Waterbody Information III. W
Surface Water Body(1): Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Fourth Creek Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? No (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)

E Iigi twv.tv North Carolina Department of Transportation
5[C}1'1i71V11
itFPT Highway Stormwater Program . .
STORMWATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 34192.3.2 TIP No.: I-3819B/U-6039 County(ies): Iredell Page 2 of 6
Additional Waterbody Information
Surface Water Body(2): UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None —
Other Stream Classification: None _
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SI Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
Surface Water Body(3): I UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SJ Buffer Rules in Effect: I N/A
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? IN/A Dissipator Pads Provided in Buffer? IN/A
Deck Drains Discharge Over Water Body? No (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
Surface Water Body(4): I UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SK Buffer Rules in Effect: I N/A _
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? IN/A Dissipator Pads Provided in Buffer? IN/A _
Deck Drains Discharge Over Water Body? No (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
EMI
Surface Water Body(5): UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SL Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)

F Iigl7�n'av North Carolina Department of Transportation
Storiii +dater.:
.-*-
_ Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 34192.3.2 TIP No.: I-3819B/U-6039 County(ies): Iredell Page 3 of 6
Additional Waterbody Information
Surface Water Body(6): UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SR Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
Surface Water Body(7): I UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream ST Buffer Rules in Effect: I N/A
Project Includes Bridge Spanning Water Body? Yes Deck Drains Discharge Over Buffer? IN/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? No (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
Surface Water Body(8): I UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SU Buffer Rules in Effect: I N/A _
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? IN/A Dissipator Pads Provided in Buffer? IN/A _
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
IMP
Surface Water Body(9): UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SW Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)

F IigI7vn'av North Carolina Department of Transportation
loan +dater.:
_ Highway Stormwater Program 0
STORMWATER MANAGEMENT PLAN �'^
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 34192.3.2 TIP No.: I-3819B/U-6039 County(ies): Iredell Page 4 of 6
Additional Waterbody Information
Surface Water Body(10): UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SX Buffer Rules in Effect: N/A
Project Includes Bridge Spanning Water Body'? No Deck Drains Discharge Over Buffer? N/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
Surface Water Body(11): I UT to Fourth Creek NCDWR Stream Index No.: 12-108-20
NCDWR Surface Water Classification for Water Body Primary Classification: Class C
Supplemental Classification: None
Other Stream Classification: None
Impairments: None
Aquatic T&E Species? No Comments:
NRTR Stream ID: Stream SBA Buffer Rules in Effect: I N/A
Project Includes Bridge Spanning Water Body? No Deck Drains Discharge Over Buffer? IN/A Dissipator Pads Provided in Buffer? N/A
Deck Drains Discharge Over Water Body? N/A (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
MIL
Surface Water Body(12): I NCDWR Stream Index No.:
NCDWR Surface Water Classification for Water Body Primary Classification:
Supplemental Classification:
Other Stream Classification:
Impairments: —
Aquatic T&E Species? Comments:
NRTR Stream ID: Buffer Rules in Effect: I _
Project Includes Bridge Spanning Water Body? Deck Drains Discharge Over Buffer? I Dissipator Pads Provided in Buffer? I
Deck Drains Discharge Over Water Body? (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)
1 .11 S
Surface Water Body(13): NCDWR Stream Index No.:
NCDWR Surface Water Classification for Water Body Primary Classification:
_ Supplemental Classification: _
Other Stream Classification:
Impairments:
Aquatic T&E Species? Comments:
NRTR Stream ID: Buffer Rules in Effect:
Project Includes Bridge Spanning Water Body? Deck Drains Discharge Over Buffer? Dissipator Pads Provided in Buffer?
Deck Drains Discharge Over Water Body? (If yes,provide justification in the General Project Narrative) (If yes,describe in the General Project Narrative;if no,justify in the
(If yes,provide justification in the General Project Narrative) General Project Narrative)

Hgl rxay. North Carolina Department of Transportation
:StUYl1riW'c1tC'T .40. ' '' •
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: TIP No.: I-3819B/U-6039 County(ies): Iredell Page 5 of 6
Preformed Scour Holes and Energy Dissipators
Station&Coordinates Drainage Pipe/Structure BMP
Sheet (Road and Non Road Surface Energy Dissipator Area Conveyance Dimensions Q10 V10 Associated w/
No. Projects) Water Body Type Riprap Type (ac) Structure (in) (cfs) (fps) Buffer Rules?
22 Y_S-119+77.66 (1)Fourth PSH Class'B' Pipe 18 9.0 12.0 N/A
222 LT Creek
22 Y_S-120+90.01 (1)Fourth PSH Class'B' Pipe 15 0.5 5.6 N/A
117 LT Creek
22 Y_S-122+17.70 (1)Fourth PSH Class'B' Pipe 18 6.1 12.7 N/A
152 RT Creek
22 Y_S-123+37.62 (1)Fourth PSH Class'B' Pipe 15 3.7 10.4 N/A
161 RT Creek
22 Y_S-125+00.28 (1)Fourth -
PSH Class'B' Pipe 15 5.6 10.7 N/A
182 RT Creek
22 YRPC-22+09 (3)UT to PSH Class'B' Pipe 18 4.6 10.1 N/A
79 RT Fourth Creek
10 YRPCA-16+67.32 (3)UT to PSH Class'B' Pipe 18 2.3 3.7 N/A
2 LT Fourth Creek
10 YRPC-15+11.92 (2)UT to PSH Class'B' Pipe 15 1.8 7.8 N/A
70 RT Fourth Creek
Additional Comments
Refer to the NCDOT Best Management Practices Toolbox(2014),NCDOT Standards,the Federal Highway Administration(FHWA)Hydraulic Engineering Circular No.14(HEC-14),Third Edition,Hydraulic Design of Energy
Dissipators for Culverts and Channels(July 2006),as applicable,for design guidance and criteria.

•
1.1ignway North Carolina Department of Transportation
SiUY111wdtC'Y •
Highway Stormwater Program ✓� ':
STORM WATER MANAGEMENT PLAN
(Version 2.08;Released April 2018) FOR NCDOT PROJECTS
WBS Element: 34192.3.2 TIP No.: I-3819B/U-6039 County(ies): Iredell Page 6 of 6
Other Best Management Practices
New Built-Upon Precipitation Depth
Station&Coordinates Surface Drainage Area Area Volume Treated Treated over NBUA BMP Associated
Sheet No. (Road and Non Road Projects) Water Body BMP Type (ac) (ac) (ac-ft) (in) w/Buffer Rules?
10 -L-127+01.68 (3)UT to Fourth Dry Detention Basin 6.2 1.1 0.097681359 1.11 No
244 LT Creek
11 -L-144+03.15 (4)UT to Fourth Dry Detention Basin 9.0 4.7 0.523002755 1.39 No
183 RT Creek
17 Y_S-37+50 (10)UT to Dry Detention Basin 0.7 0.5 0.060353535 1.56 No
112 RT Fourth Creek
17 Y_S-44+00 (9)UT to Fourth Dry Detention Basin 2.5 1.2 0.147773186 1.61 No
105 RT Creek
19 Y_S-66+00 (11)UT to Dry Detention Basin 5.8 4.3 0.215105601 0.63 No
155 LT Fourth Creek
19 Y_S-69+00 (7)UT to Fourth Dry Detention Basin 12.7 2.2 0.236524334 1.35 No
150 RT Creek
19 Y_S-80+00 (7)UT to Fourth Dry Detention Basin 4.8 2.2 0.365587695 2.11 No
150 LT Creek
20 Y_S-92+00 (7)UT to Fourth Dry Detention Basin 4.4 3.7 0.307713499 1.05 No
150 RT Creek
23 Y_N-156+00.09 (5)UT to Fourth Dry Detention Basin 3.0 0.9 0.118250689 1.68 No
205 RT Creek
Additional Comments
Basin located at-Y_S-66+00 is constrained spacially due to existing ROW limits and the presence of a jurisdictional stream in the vicinity. This basin was mandated by the RFP for the project and was sized to the maximum extent to avoid impacts
to the adjacent jurisdictional feature and avoid additional ROW acquisition.

ri
STATE OF NOR
E CAROLINA STATE STATE PROJECT REFERENCE N0. No SHEETS
m
6
ON N' 9Dn z i N.C. I-3 819 B/U— 0 3 9
O0cO m 115 i
6, s BEGIN PROJECT eFOARO v DIVISION OT BIGuWA9S STATE PRdN0.
34192.1.2 P.A.PRdN
S-40-2(124)
D88CRIR ION
P.E.oa CH 34192.3.2 WA DESIGN BUILD a
'� v°� IREDELL COUNTY
�jS I; STATESVILLE
41 in
yti�'•. SULU MMRD.i 21
�` IMIT 21
CIN .. '.;.� � P': 920°�, LOCATION: I-40/I-77 INTERCHANGE INCLUDING 1-40 FROM WEST OF
j► P° SR 2003 (RADIO RD.) TO SR 2158 (OLD MOCKSVILLE RD.) & 1-77 FROM SOUTH OF
_ 15 , ,,d- SR 2321 (EAST BROAD ST.) TO SOUTH OF SR 2171 (JANE SOWERS RD.)
21 64 TYPE OF WORK: GRADING,DRAINAGE, PAVING, STRUCTURES,
'BOP,Ir
omn°m ao
°°°'" RETAINING WALLS, NOISE WALLS, AND TRAFFIC CONTROL
• • ( END PROJECT
�/ `�♦ Vance BEGIN TIP PROJECT I-3819B
V <-4\ _ -L- STA. 7+83.00
LITI4 �, sa Tp
ti
�, o *.m I
p
v p �p9y END SEGMENT "A"
BEGIN SEGMENT "B" �2`3
O VICINITY MAP s -Y N- STA.175+00 QO
THIS PROJECT IS WITHIN THE MUNICIPAL o���i� ��
PS BOUNDARIES OF THE CITY OF STATESVILLE ��
AND THE TOWNSHIP OF BETHANY ' ti END CONSTRUCTION Q
�� s0 ��ti y1 . Y POT STA. 205+00.00 ���
10004 so 0 100 200 BEGIN SEGMENT "A" '�'9 `sto N. a b
END SEGMENT "B" '+ YRPB- /"40.,...
� ��
SITE #27
PLANS -L- STA. 92+00 c� .. v LCDWB- ti5 '
`1 -LCDEB 4 ' \ �� WETLAND AND SURFACE WATER IMPACT PERMITS
200 10� 1 �11 0 200 400 S� f' `. tia
I I �^�`I tea`' !1° o
�� SITE #13 DATE:July 12th,2019
OVERSIZED PLANS SITE #2 � i�-YRPCA-
Q -YRPC- (Note:The sites highlighted in RED
SITSCALE VARIES SITE #4E #3 �il,
`', iN�����L' -YRPA- i are included in this submittal.)
1 11 ` I
-YLPC- \'� r��.� ��� YRPBD
~ SITE #5 A SITE #10
INSETS SITE #6 mot �� ������
L • ,), )0.„/ --�` ,1_,e SITE #11
1 Dqt,- S i VI �!/`�+w R. r► -YRPAC-
BEGIN SEGMENT "A" Rva �,_ "=,•+ " END SEGMENT "A" PERMIT D RAW I N G
END SEGMENT "B" lv ? SITE #24 a SITE #8 BEGIN SEGMENT "B"
-Y_S- STA.111+00 U-6039 E 8Ro9D2321 —L— STA.178+50 SHEET 1 O F 67
SR o
rn NO IMPACTS SA4 4. �r 31 SITE9
7 SITE #21 ,Z,, SITE #26 -YRPD �'*�} 2158 0>yL�Iv'
r� SITE #20 �� SITE #25 Sr zkk\' s
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BEGIN SEGMENT B slrE #nEND TIP PRO ECT I-3819BN -YS- STA.25+00.09 ✓ -L- STA.219+50.00CLEARING ON THIS PROJECT SHALL BE PERFORMED .7 ' �!'�#
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DESIGN DATA Prepared in the Office of: HYDRAULICS ENGINEER DIVISION OF HIGHWAYS
• • GRAPHIC SCALES 1-40 1-77 PROJECT LENGTH WSP STATE OF NORTH CAROLINA
1001 Morehead Square Dr., Suite 610, Charlotte,NC 28203
ADT 2018 = 57,300 62,900 Nc zrc NO.F-0165
'FTADT 2040 = 72,500 77,500 LENGTH ROADWAY TIP PROJECT I-3819B = 3.885 '1�®f xon�y�4's
2018 STANDARD SPECIFICATIONS a
DHV = 5,800 6,200 LENGTH STRUCTURES TIP PROJECT I-3819B = 0.124
P.E. E
a) SEE ABOVE D = 55 % 55 % SIGNATURE:
a RIGHT OF WAY DATE: CHRISTOPHER D. DAVIS,P.E.
TOTAL LENGTH OF TIP PROJECT I-3819B = 4.009 • r
i O T = 16 % * 19 % ** OCTOBER 30, 2018 PROJECT ENGINEER ROADWAY DESIGN AA'rP MI
V = 60 MPH 60 MPH ENGINEER of rwwMs@
0�� * TTST 13 + DUAL 3 (1-40) LETTING DATE: ERIC W. SECKINGER, P.E.
0 p PROJECT DESIGN ENGINEER
L� ** TTST 16 + DUAL 3 (I-77) OCTOBER 30,2018
a
ON�� J CLASSIFICATION: INTERSTATE �l /L SIGNATURE: FE STATE HIGHWAY DESIGN ENGINEER PE l

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870 —L—(RT) ENC BAsf BER1v1 DITCH 870
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860 EL.83►.52' \ 860
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co' -3819B 11-2
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880 -YRPAC- STA. 10- 0.0(S- ._-- , -- PERMIT DRAWING ENGINEER ENGINEER
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870 PROPOSES 1
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,
790 790
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
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1-38/9B 16
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-_______7
SHEET 22 OF 67 _
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` 1-38/9B 16
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SHEET 23OF67
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1-38/98 I6A
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
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PIPE OUTLET CHANNEL STABILIZATION DETAIL 64
W/CLASS I RIPRAP
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PIPE OUTLET • ANNEL STABILIZATION DETAIL 64
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1-38/98 SHEET NO.
/9A
R/W SHEET NO.
ROADWAY DESIGN HYDRAULICS
PERMIT D RAW I N G ENGINEER ENGINEER
DETAIL 13
RIP RAP AT EMBANKMENT
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SHEET 32 OF 67
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INSET GEOTEXTILE
� A RAP
A Type of Liner= Class 2 Rip-Rap
•
•
CLASS RIP RAP I \ Y°515TA 121+45
AT EMBA ENT DOCUMENT NOT CONSIDERED FINAL
CULVERT CHANNEL DETAIL 51 UNLESS ALL SIGNATURES COMPLETED
SEE DE IL 13 N CHANNEL CHANGE
IMPROVEMENTS CHANNEL
G <'
CHANNEL CHANGE • z SEE DETAIL 52 N°:°ral I
jLASS1RIPRAP •
°' Groundz' D Slope
OPOIA SEE DETAIL 51 c ; CLASS II RIP RAP �ed.
@annly) Min.D= 1.5 Ft.
MaK.d= 1.5 Ft.
• • DpE ' +74.14 —Y_S— men B ie< 6.0' 8= 4 H.
• j •,• r m 7 178.2 9' LT PROP CHL Type of Liner= Class 1 Rip Rap 6= 5 H.
/�E� IL -Y_5-FROM STA.68+38 TO STA.69+50 LT
s� ,, .- SBA �L �, iyyti_► - Imp Q FENCE DETAIL 52
Pr `� ,
S. 1 L �E�y%/►�_ CULVERT CHANNEL IMPROVEMENTS
/` i-\ -��TOy�����01.►' ��1i► NEW & ,1 NATURAL GROUND (Not to Scale)
Cy\' TEMPORARY IMPACTS IN a �� `��'�►1�i1�y�/rii�i,.. i►:�.. . I fi EXCAVATION CLASS II
11 TON' 2 � ly►`F ,_YA�� l1��ilie�I�lY;inll _i�+iilYly1111111 RIPRAP(TYP)
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DETAIL 65 NEW STREAMBANK
SHALL BE TREATED
F<op _ i S SPECIFIED IN PLANS 5 -
TEMPORARY IMPACTS IN Mx EXD LG NXEL BLDLK
TEMPORARY IMPACTS IN a / " DF=.°'RE"°"°I"rERT •
OF E%IGTIXG CHANNEL $''" --
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—
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DETAIL 13
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ilikA,N
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1
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cr
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� `
n �1 //� I `I -Y 5-STA.83+65 RT
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a CULVERT CHANNEL IMPROVEMENTS Smooth-Faced CHANNEL
CHANGE
-o Retaining Wall N'D NAD 8 5
T NATURAL GROUND Not to smlel ,yam G
EXCAVATION CLASS II 1
a RIPRAP(TYP) iR. 12-14'
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DETAIL 76
NATURAL GROUND ","'", ,,'.,O— BANK STABILIZATION
PERMIT DRAWING co
(Natty Scale)
CD
Proposed
Y � Fill Slope
SHEET 34 OF 67 ; °o,hFWdl Naarl —
s GEOTEXTILE(TYP) '•,""F� iaq Ground�
''e:.:aiil� _9�ioi:•wsjii}' n o
a BED:CLASS II RIPRA' RIP'PRRAP I(YP) 1 CH. �11 J
WITHOUT GEOTEXTILE Slope Protection
OUTLET CHANNEL class II Ripmp
(DEPTH-2') To Ex Toed Exist.Channel
Bank 'Bed to be Restored
-Y S-STA.70+45 LT Pre-project Conditions)
a'-Le -Y_S-STA.71+60 TO 73+25 RT (No Geoteenel 50 25 0 50 1 j0
O a -Y 5-FROM STA.75+10 TO $TA.84+00 RT ■ ■ ■
GRAPHIC SCALE - INSETS
pia
N GC
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I-ia

LANE I `` I PROJECT REFERENCE NO.
1-38/9B SHEET NO.
l9B
INSET RAN SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Z
\\\ ` �� ! LV " CHANNEL ,+�j z
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BEG.: B& _ TAIL 52
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/ ��. - _— ----- � ' � _I�1 �I�I� n -- DOCUMENT NOT CONSIDERED FINAL
4" C&G
21111"1 .8
I�r+!* � ` �� 80, ___ Ei�. c�� - �ii��� n!� _ ��p -800
UNLESS ALL SIGNATURES COMPLETEDrail �1p���7�, IN. � t���h' �+i EP og - _ -_ - _ �� a 5�.
P'''' 7> ij '-'-.1ff t- �� �a .4..N.� -� r � � lady Ry�.'tT.tis:13�!4���� _ ErY:LFa ' a�s•.�obc nsaimal► _ �___
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BANK SEEBDETAIL076 SITE #22
INSET SITE #22
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E DETAIL 52 DETAIL 53
°- CULVERT CHANNEL IMPROVEMENTS Smooth-Faced CHANNEL oSHANGE
-D Retaining Wall N'D NAD 8 5
NATURAL GROUND Not to scale/ 5, G
_c ` EXCAVATION CLASS II f '''
co RIPRAP(TYP) iff. 12-14'
CZ' "'' DEPTH:24" ?' 4.5' 0W/ft. SLOPE IPROTECTION
% MIN.2.5' WITH GEOTE%TILE
,"' ;,:'1 _ _ . ti //,4 DENOTES IMPACTS IN
co lu�•• SLOPE PROTECTION CLASS R AM B IBRIDGE ABUTMENT) SURFACE WATER CLASS II RIPRAP ON STREAM BED
GEOTEXTILE(TYP) •- or recur, WITH GEOTEMILE ,6 (WITHOUT GEOTE%TILEI
29.0-� ry'' Slope-0.3% /
WIDTHH NATIV
co B DIT MATERIAL INLET CHANNEL VARIABLE WIDTH BENCH -Y_S-FROM STA. TO STA. RT // DENOTES TEMPORARY
7 VARIABLE BENCH 0."'@ 12:1 IMPACTS IN SURFACE WATER
In 0-4 W 12:1 EXCAVATION DETAIL 76
N
NATURAL GROUND ,"' ,,•.,O- BANK STABILIZATION
L PERMIT DRAWING co
IN.tt.5°ere,
Proposed
Y�F Fill Slope
SHEET 35 OF 67 ; ` �L°°'h�w'' N , —
s GEOTEXTILE(TYP) .� '•, inq Gr end
•'e:.:aiil':o_9.ioi:•wsjii}' n o \.,I .2.5
a BED:CLASS II RIPRA' RIPRAP II 'iFt. �11 J
WITHOUT GEOTEXTILE Slope Protection
OUTLET CHANNEL cress II Ripmp
(DEPTH=2') To Ex.Toed Exist.Channel
Bank 'Bed to be Restored
i -Y S-STA.70+45 LT Pre-project Conditions)
M'46 -Y_S-STA.71+60 TO 73+25 RT N.Gemeeilel 50 25 0 50 1 j0
O a -Y 5-FROM STA.75+10 TO STA.84+00 RT 1 ■ ■ ■
GRAPHIC SCALE — INSETS
ia p
NOC
I-io_

0-
o" - PROJECT REFERENCE NO. SHEET NO.
I-3819B 19-X
ROADWAY DESIGN HYDRAULICS
PERMIT DRAWING ENGINEER ENGINEER
SHEET 36 OF 67
250 -200 -150 -100 -50 0 50 100 -I 0 200 250 NLESSANT IGNATUSISCOMP COMPLETED
_ UNLESS ALL SIGNATURES COMPLETED
SITE #20
SCALE
1" - 50' HORIZONTAL
1" = 10' VERTICAL c 71 +02 -Y-S-
2:1 OR FLATTER GP ELEV= 80/.4'
820 3 @ 9' X 11' RCBC w/HFADWAI I
PR. US EXTENSION 60° SKEW
40.5' p 0.23% US & DS EXTENSION
810 100yr WSEL = 797.5' PROPOSE ROADWAY
f
2:1 i F ER
50yr WSEL = 796 3' `, _
SIC ENSIGN
800 WSEL 788' +/- I• / �� NG LT
►. -'•-- - w I ------L---- 1\ NG RT
FILL WITH NATI E _ -- ��� -t I1 /
BED MATERI ' L = �, /
m
790 1 I 1� � i. -.-.-• 1 .. BED: CLASS II RIPRAP
I WITHOUT GEOTEXTILE
- - - ` = FJ( �`OPt - 0.2 % 1 I (DEPTH-2')
N - - I"' Illf \ ,
EXISTING STREAM BED / -
780 c
M
79 PR. UPSTREAM EL: 787.2 PR. DS INVERT = 786.5'
VE-RT = 787.1'
EX. DS INVERT = 786.6'
PROPOSED FILL RETAIN
E S E INLET DETAIL EX. CULVERT
EX. UPSTREAM
NVERT = 787.0' ROA DIY CROS$ SEcTI-QNI /CULV-I RT OZQFlLE
Y
a
9
a
4N
0,
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1-38/9SH 20
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BEGIN NOISE •'F - el
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rr�'irrr DRY DETENTION BASIN //t:2'.15"RCP III 15"RCP III EASENENT "
WOV 13,580 CF •-%�-H• _ /Cr
LU IlY1` Ir' B IN E .. .. .. E E DB 351 PG 5d2 //� -
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m rnui' 2"RCP-III a CL II RIP RAP m F.�'' \ GR`'!nn'yrrrr,' •� � 55 TONS �� C BEGIN 2'-6"C8G CL B RIP RAP V Ii ATI
V \NIP." a N' 75 qv REMOVE //.�•v � �� +50 / 5 TONS 14 SY \ LU
FOREBAY y SPECIAL CUT'V'DITCH . / $1,'C 14 ,✓ \�' �•
_ - GAT"i 1 SEE DETAIL 41 / //" J
DETENTION OU LT
I '
EX5TNG!VW STRUCTURE // s WILLIAM R. AXLEY, ET.AL.
I SEE DETAIL ON
SHEET 2A-11 E / ,l c'°�
• U
Sf `I
Y ` Sf Sf �`' / /4/I//I,,
m /( ,
/ /
N
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N /
L /
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/// DENOTES IMPACTS IN
r INTERSTATE DEVELOPMENT COMPANY / /`` / SURFACE WATER
ro I LI
I• //// MPADENOTSSINE SURFACE WATER
RARY
o ..I /
N
Cr M yT/' •
M PO \�1 EASECRAMENT ;.4 NM. I
\ OB 2151PC$d. ry' ��I
PERMIT DRAWING
PIPE OUTLET STABILIZATION I v
STABILIZATION
ARIFRAPON : I
1 .. .. SHEET
\^H E ET 7 OF 7
E
SEE DETAIL 64 I J /
'
-Y11- -Y-S- I
P1 Sto /2+82.67 P1 Sto 18+66.65 P/Sto 21+3123 P/Sto 107+16.73 N
o A = /6'28'00.0'(RT) A = 4/"46'38.6'fRT 1 A = 36'23'21.4'(RTI A = /'47'49.0'(LT) '
a_ D = 4'30'00. ' D = /9'45'00.0' D = II"30'00.0' D = 0'10'28.9'
_o L = 365.93' L =211.53' L = 3/6.43' L = 1.028.69' I NT = 18423' T = 110.7/' T = /63.76' T = 5/4.39'
R = 127324' R = 290J1' R = 49822' R = 32.800.00' -. ST gI - I
SE = EXIST. SE = EXIST. SE = 06 SE = NC h N/I
DS = EXIST. DS = EXIST. DS = 40 MPH DS = 60 MPH \sr• I ,v1
50 25 0 50 too
N'a I4I /
Iiiil�I
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vd: v ? i / X sae i1 M♦ I Q � �w uu ' LANE "N PROJECT REFERENCE NO. SHEET No.
'•� Aimslit
�1 — y��(�� I I 1-38/98 20
i� t Aims .•.V of ^' � �' RM/ SHEET NO.
taillr41' F ' A. -Pl, ari- �_ �`"' .. - , �- �` I� ROADWAY DESIGN HYDRAULICS
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1-38198 38/98 20A
EW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
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UNLESS ALL SIGNATURES COMPLETED
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RW SHEET NO.
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ALL SIG ATURES COMPLETED
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YRPDB- -YRPAC- -Y_S- 'Oa �N
* K • PI Sto 14+24A3 PI Sto 84+65.54 PI Sto 107+16.73 PI Sto 1/7+68,63 \\ \`\\.0 PROP: L
DENOTES MECHANIZED A = 2'30'02.3'(RT) A = 8'41'335*(RT 1 p = r 47'49.0"(LT 1 A = 5'21'11.0'(RT l y� ^ ��\ FENCE
CLEARING D = 0'38'11.8' D = r 00'18.7' D = 0'10'28.9" D = 0'29'53.6' \ .� \\
.'
7 L = 392.80' L = 864.78' L = 1.028.69' L = 1A74.43' ���\\. Avv I
.13
T = /96.43' T = 43322' T = 514.39' T = 537.61' t
50 25 0 50 100 R = 9.000.00' R = 5,700.00' R = 32.800.00' R = I1500.00' CB° • \\\� . �\
y nil 1 SE = NC SE = RC SE = NC SE = NC IMPACT CONTINUES
DS = 50 MPH DS = 50 MPH DS = 60 MPH DS = 60 MPH REMOVE MH I,- \
-Yll- -710- A \,\ �� " ON SHEET 22
a PI Sto 27+55.78 PI Sto 32+9227 PI Sto 23+34.74 PI Sto 31+03.88 ���
_o A = /0'00'00.0"(RT 1 A = 27'02'545°(LT) A = 4'2/'03.6"(LT 1 A = 4'44'04.7°(LT) �s,\�.
N D = 4'30'00.0" D = 38'II'49.9° D = r 03'32.7' D = r 03'32.7' F 0 L = 22222' L = 70.8/' L = 4/0.83' L = 447.06'
T = 1/1.39' T = 36.08' T = 205.52' T = 223.65'
,,' R = 127324' R = 150.00' R = 5,4/0.00' R = 5,4/0.00'
SE = 05 SE = 03 SE = NC SE = NC
oaa OS = 40 MPH DS = 30 MPH DS = 40 MPH DS = 40 MPH
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M 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00
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LAN E I `` I PROTECT REFERENCE NO SHEET NO.
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Natural 1 �� FILL
PIPE OUTLET Ground atural NATURAL 7 SLOPE
Ground GROUND } F�
CHANNEL STABILIZATION d T DOCUMENT NOT CONSIDERED FINAL
1,5' UNLESS ALL SIGNATURES COMPLETED
GEOTEXTILE
SEE DETAIL 4 d= 1.0 Ft.
Channel Bed
CL 1 RIP RAP Length= 22 Ft. (Variable)
Type of Liner= CL 1 Rip-Rap - Keyed-In (No Geotextile) Type of Liner= Class B Rip—Rap
—YRPC— STA. 16+04
INSET —Y_N— STA. 210+35 RT
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LANE I `` I PROJECT REFERENCE NO SHEET NO.
1-38/98 27A
RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DETAIL 4 DETAIL 31
TEMPORARY IMPACTS PIPE OUTLET CHANNEL STABILIZATION TOE PROTECTION
(Not to Scale) Natural Bed (Not to Scale)
IN SURFACE WATER Elevation
Natural 1 �� FILL
SLOPE
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Ground NATURAL GROUND F�
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1.5" UNLESS ALL SIGNATURES COMPLETED
GEOTEXTILE
SEE DETAIL 4 d= 1.0 Ft.
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Type of Liner= CL 1 Rip-Rap - Keyed-In (No Geotextile) Type of Liner= Class B Rip-Rap
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WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts Stream
No. (From/To) Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design
(ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)
1 Site 1 Eliminated
2 14+00 -21+50-YRPCA- Roadway Fill 0.32 0.09
2 16+70 - 21+50-YRPCA- Bridge/Stream Bank Stabilization 0.02 0.02 0.62 < 0.01 < 0.01 42 20
3 15+75-YRPC- Roadway Fill < 0.01 0.01 0.02 < 0.01 206 10
4 24+00-YRPC- Roadway Fill 0.02
5 70+00 - 76+25 -YRPAC- Bridge 0.03 0.05 1 .94
5 70+00 - 73+85 -YRPAC- Temporary Pipe < 0.01 40
6 121+50-Y LT- Stream Bank Stabilization < 0.01 < 0.01 12 20
7 120+90-Y RT- Stream Bank Stabilization < 0.01 < 0.01 12 20
8 19+00-YRPDB- Roadway Fill < 0.01 < 0.01
9 28+50 - 34+00-YRPAC- Roadway Fill 0.40 0.08 0.07 < 0.01 747 10
10 28+00-YRPAC- Stream Bank Stabilization < 0.01 < 0.01 25 20
11 27+50 - 26+50-YRPAC Roadway Fill 0.19 0.02
12 149+00-150+00-L- Bridge < 0.01 0.01 10 54
13 167+00-Y RT- Stream Bed Stabilization < 0.01 17
13 167+00-Y RT- Stream Bank Stabilization < 0.01 < 0.01 44 10
14 28+50-Y- Stream Bed Stabilization < 0.01 < 0.01 17 10
15 33+75-Y- Stream Bank Stabilization < 0.01 < 0.01 11 20
16 37+10-37+20-Y- 54" RCP Extension < 0.01 13
16 35+90-37+10-Y- Stream Bed Stabilization < 0.01 < 0.01 99 10
17 37+70-37+80-Y- 54" RCP Extension < 0.01 17
17 37+80-38+50-Y- Stream Bed Stabilization 0.01 < 0.01 98 14
18 47+50-Y- 54" RCP Extension < 0.01 39
18 47+50-Y- Stream Bed Stabilization < 0.01 < 0.01 33 10
SHEET 66 SUBTOTALS*: 0.97 0.29 2.56 0.16 0.04 1442 268
*Rounded totals are sum of actual impacts for sites listed on Sheet 66. See Sheet 67 for project total.
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
06/05/2019
IREDELL
TIP NO. I-3819B
WBS NO.
Revised 2018 Feb SHEET 66 OF 67

WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts Stream
No. (From/To) Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design
(ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)
19 46+00-Y- 54" RCP Extension < 0.01 34
20 68+50-Y- New Channel < 0.01 < 0.01 13 10
20 68+50-Y- Roadway Fill < 0.01 48
21 70+20-Y- 3@9'X11" RCBC Extension 0.02 39
21 69+20-70+20-Y- Stream Bed Stabilization 0.05 < 0.01 137 21
22 71+30-71+90-Y- 3@9'X11" RCBC Extension < 0.01 45
22 71+90-72+89-Y- Stream Bed Stabilization 0.05 160
22 72+89-75+10-Y- New Channel 0.07 225
22 75+10-83+59-Y- Stream Bank Stabilization 0.23 873
22 83+59-84+00-Y- Stream Bed Stabilization 0.01 < 0.01 37 10
23 87+70-Y- Roadway Fill < 0.01 33
24 93+75-Y- 66" RCP Extension < 0.01 < 0.01 49 10
25 94+50-Y- 66" RCP Extension < 0.01 10
25 94+50-Y- Stream Bed Stabilization < 0.01 < 0.01 34 32
26 116+70-120+10-Y- Roadway Fill 0.09 0.04
27 210+00-Y- 60" RCP Extension < 0.01 29
27 210+00-Y- Stream Bed Stabilization < 0.01 < 0.01 19 10
SHEET 66 SUBTOTAL 0.97 0.00 0.00 0.29 2.56 0.16 0.04 1442 268 0
SHEET 67 SUBTOTAL 0.09 0.00 0.00 0.04 0.00 0.47 0.03 1752 126 0
PROJECT TOTALS*: 1 .06 0.00 0.00 0.33 2.56 0.63 0.07 3194 394 0.00
*Rounded totals are sum of actual impacts for entire project area
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
06/05/2019
IREDELL
TIP NO. I-3819B
WBS NO.
Revised 2018 Feb SHEET 67 OF 67

���/�f)ITV T7-�j C ®q� ¶I TI( _}}}\\\\Y
STATE �lU J1 NO I .T J�HI ., 1. 1 0 1�n I� V` A BTATB STATE PRWBCT RBPBRBNa6 NO. o. SHEETS
ON s,,S 0 z. N.C. I-38198/U-6039 1
2��0° „s .� 77 DIV_S_0 N OF HIGHWAYS MI PRO/.NO. P.A.PRO.NO. B�ROTaN
ORio sa �: N1P °0.� 34192.1.2 IMS-40-2(124) P.E.
`^ ,° 3 34192.3.2 N/A DESIGN BUILD
`s<s,: STATESVILLE IREDELL . CO UNTY
z, .
S ;: " y_:• 21 SULLIVAN RD.i. 21
70 \��1 �` IMIT 13 P�
miiii
ON apn , ��PI' 92To P LOCATION: 1-40/1-77 INTERCHANGE INCLUDING 1-40 FROM WEST OF
+'" P° SR 2003 (RADIO RD.) TO SR 2158 (OLD MOCKSVILLE RD.) & 1-77 FROM SOUTH OF
M� 751 0�,° SR 2321 (EAST BROAD ST.) TO SOUTH OF SR 2171 (JANE SOWERS RD.)
Z' C aR�go, \--.` 0 TYPE OF WORK: GRADING,DRAINAGE,PAVING, STRUCTURES,
°"°'"-= RETAINING WALLS, NOISE WALLS, AND TRAFFIC CONTROL
i
1 l / Vance BEGIN TIP PROJECT I-3819B
V <y " _ -L- STA. 7+83.00
W �`� _ � 0 TO
�1/ 70 ,� yIC�O
I� V \ 9b 4 END SEGMENT "A"• ;� BEGIN SEGMENT "B" ���
VICINITY MAP S -Y N- STA.175+00 �QO
THIS PROJECT IS WITHIN THE MUNICIPAL •° o����sa ��
BOUNDARIES OF THE CITY OF STATESVILLE ,y;. .' END CONSTRUCTION
AND THE TOWNSHIP OF BETHANY 8 �!��` tit . SQ
�yto l 45 ti� /�
ail BEGIN SEGMENT A t� s?o e G
100 50 0 100 200 „ „ 'lb
4 END SEGMENT B %
-L- STA. 92+00 '' -YRPB-
Euoi �`14,7 LCDWB- ti5 PLANS - �. � ij WETLAND AND SURFACE WATER IMPACT PERMITS
200 1, 00 0 i 200 400 /r NI\ k ia ti
��•���•I� 40 tts & z
DATE:JULY 8,2019
YRPCA-
OVERSIZED PLANS -YRPC � "`y! %/� (Note:The sites highlighted in RED
—`� j2 -YRPA- I are included in this submittal.)
SCALE
�1 VARIES
1 I V I � � ��
-YLPC- �``i�i •.��1/�� -YRPBD-
o INSETS SITE U 2 A% ��"'�'j�i.
BEGIN SEGMENT "A" ��° us ' „_. "=Mit �� �� � ����4a4 „w YRPAC- UTILITY PERMIT
H �E END SEGMENT A
END SEGMENT B Yv_sR �e o 4 "A BEGIN SEGMENT "B"
-Y S- STA.111+00 E al? s2i �.' a '' -L- STA.I78+50 D RAW I N G
STE uU- •� 215t 1,1N.
.`� SHEET 1 OF 8
sAit
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stiff: O
� BEGIN SEGMENT "B" ����'' � � �' �, ''s � p•. END TIP PROJECT I-3819B
N -Y S- STA.25+00.09 �' 41 :1�"'• ""=� � � _ � �� -L- STA.2I9+50.00
CLEARING ON THIS PROJECT SHALL BE PERFORMED ,b � � '��
o • o.
TO THE LIMITS ESTABLISHED BY METHOD III. �`� \` rod
`r ` THIS IS A CONTROLLED ACCESS PROJECT Q'" `�'� Sroy
ON WITH ACCESS BEING LIMITED TO INTERCHANGES •o��o U-6039 \� S�4FM LANE
o
NO IMPACTS
_Ho
INCOMPLETE PLANS
ena DO NOT USE FOR RI W ACQUISITION
} J
c DESIGN DATA Prepared In the Office of: HYDRAULICS ENGINEER DIVISION OF HIGHWAYS
• • GRAPHIC SCALES 1-40 1-77 PROJECT LENGTH WSP STATE OF NORTH CAROLINA
j ADT 2018 = 57,300 62,900 1001 Morehead Square Dr.,Suite 610, Charlotte,NC 28203
NC LIC NO.F-0165 °f N•Rty
`o ADT 2040 = 72,500 77,500 LENGTH ROADWAY TIP PROJECT I-3819B = 3.885 '�° oeo
LENGTH STRUCTURES TIP PROJECT I-3819B = 0.124 2018 STANDARD SPECIFICATIONS w~ o�
DHV = 5,800 6,200 I P.E.
SIGNATURE: s
a SEE ABOVE D = 55 % 55 % RIGHT OF WAY DATE: CHRISTOPHER D. DAVIS,P.E. A a
o o ** TOTAL LENGTH OF TIP PROJECT I-3819B = 4.009 PROJECT ENGINEER ROADWAY DESIGN a`
O T = 16 /0 19 /o OCTOBER 30,2018 ENGINEER Foe s@°e
I- V = 60 MPH 60 MPH rwAtt
* TTST 13 + DUAL 3 (I-40) LETTING DATE: ERIC W. SECKINGER, P.E.
O 0 PROJECT DESIGN ENGINEER
L° ** TTST 16 + DUAL 3 (I-77) OCTOBER 30,2018
%° CLASSIFICATION: INTERSTATE P.E. PE
O k. / Jl /` Jl /` SIGNATURE: /` STATE HIGHWAY DESIGN ENGINEER /

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��� ., t tt t tt t t \ � t t t k.
t t t t t t t t t \ .
iii
;:�
t
q .
����� t t t t t t t v ��� 1
• At
�• t� t t tt t t t t t tt t t • IL
\ �� ... .4�,�
/ t )111 :-.41t*-- -,� t10A \-4
t 4 AY Ft t t tom . t t t 1 � ��.
P. ' '.W424,ri.flribloiriedill .,.ik ak „ *i. * . .* *
\\ C) r TEi41. • 7MPORARY FILL IN t t t �aa,:• ��<.�t ��, t t t t tt �: : .* �� ►'rori.#* * * ' .
z \ ,
WETLANDS IMPACT / Jr t t : ::: * :: ..*:t Jr-•.a,,��� / tt t . �.
* *.* :
•
)."1,\\\
- . -
% .* ,, ,
* . .
,,..../,_ ,4„,
, rAk 440K4 * a! * .
,* * * * * 1 ,L,,,, 4 i i lc"r)
\\ \ jir-WD \t t t t t tt * tt t t Also.- 4 : tart ;ii,„.„:„.:, ,,,,,,:„,
t t t t t t .: t t t t t t 12
N �` \ �`� ttt tt t t * Jrt t tt�� � t t tt� � t t
f, t t t t t t t t p
A.
o„ \ PERMANIT I1�1PA t@ t sin t tit t t t t t `4��+ ' tifitou#4�40t t tit�\ \ 4'�x4'�1WRt ®• = f t t t t t t illhaiiii ' , t
i
t 111Xib.......w4Wt
\*1/4
' q
� t t t t t t t t t t t t t / t l F F DENOTES FILL IN
m �� \ t t t t t t t t t t t t t /\\\ WETLAND
�\', \S NOR M CA \ t t t t t t t t t t t t t
a k �. / ROLI>SOOETMENT \e>1jt t tt t t t t t t t t t t t tj DENOTES TEMPORARY
222
�- tip+ `:* \� \ \t t t Jr t t t t t ,t t t I!' t I. \\\\\/// FILL IN WETLAND
* * * * DENOTES MECHANIZED
AREA WITHIN 50' OF BRIDGE ** * * * * CLEARING
ALSO COUNTED AS HAND-CLEARING
IMPACT IN ROADWAY & DRAINAGE
PERMIT PLANS
I L O
I,a
aN
oc�
50 25 0 25 50
`1I11�
GRAPHIC SCALE — INSETS

WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Hand Existing Existing
Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural
Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts Stream
No. (From/To) Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design
(ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)
U-1 31+50-YRPD- Utility 0.02
U-2 75+00-YRPAC-** Utility < 0.01 0.25 0.02
TOTALS*: < 0.01 0.27 0.02
*Rounded totals are sum of actual impacts for entire project area
**Permanent Impacts from four (4) 4-ft x 4-ft concrete foundations for new transmission tower locations.
NC DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
06/05/2019
IREDELL
TIP NO. I-3819B
WBS NO.
Revised 2018 Feb SHEET 8 OF 8

CO See Sheet 1-A For Index of Sheets �� SHEETNO S�1S
STATE OF NORTH C A I\OLIN m See Sheet 9-B For Conventional Symbols STATE STATE PROJECT REFERENCE NO.
i
rs�� �90 m DIVISION OF HIGHWAYS
mmoo 6�U- 039
STATB PROlN0. PAPROlN0. DP9CR@TION
77 34192.1.2 IMS-40-2(124) P.E.
O t i,BEGIN PROJECT sa FOac� j
`C.) �1e 34192.3.2 WA DESIGN BUILD
40 `,"
� 1
' IREDELL COUNTY
' STATESVILLE
u a ��^ \.v., SULLIVAN RD.,, 2�
`\ (�/ �` LIMIT 21
"1J .NMWk \ 4 \ 1 �� 77 ✓
Q� gym. �; ,i.� ,r LOCATION: I-40/I--77 INTERCHANGE INCLUDING 1-40 FROM WEST OF
,P.111144 - SR 2003 (RADIO RD.) TO SR 2158 (OLD MOCKSVILLE RD.) & 1-77 FROM SOUTH OF
NI? y< tiv�� SR 2321 (EAST BROAD ST.) TO SOUTH OF SR 2171 (JANE SOWERE RD.)
0SR 64 -.7,9
i v.
TYPE OF WORK: GRADING,DRAINAGE,PAVING, STRUCTURES,
a RETAINING WALLS, NOISE WALLS, AND TRAFFIC CONTROL
/ END PROJECT -\ _
Eleili 4:, \_- < 1 , Vance BEGIN BRIDGE
BEGIN TIP PROJECT I-3819B
V ��4� -Y_N- STA. 149+92.32
-L- STA. 7+83.00
��<� 4 ' sa 16,
END BRIDGE
W it1 jc END BRIDGE Y_N- STA. 151+13.82
n poi 70 1m Fogy -YRPAC- STA 47+78.80
/ v END BRIDGE
Y_RT- STA 243+75.17
O END BRIDGE '
VICINITY MAP 41j1--cr
-Y_LT- STA 343+54.59 Q
P BEGIN BRIDGE a
THIS PROJECT IS WITHIN THE MUNICIPAL YRPAC- STA 56+72.08 o ��Z
Pillilli BOUNDARIES OF THE CITY OF STATESVILLE ,,..N ;
Aa m� 1 END CONSTRUCTION
AND THE TOWNSHIP OF BETHANY S¢til , LF= y ti� j� -Y_N- POT STA. 216+70.00 EP
a BEGIN BRIDGE
1466ii,
,- t1 � ryb -YRPAC- STA 46+32.80
' YOB- END BRIDGE
VIIIIII LCDWB tih �'%� r -YRPAC- STA 43+33.25
BEGIN BRIDGE -LCDEB- 4 �,
-YRPCA- STA 16+34.7041 s9 tiA 7 ��. BEGIN BRIDGE�,� pRIGHT OF WAY ROADWAY PLANS
�� -YRPAC- STA 38+55.25
END BRIDGE �� �'/ �• - BEGIN BRIDGE SUBMITTAL A (SHEETS 10-12, 22-24)
-YRPCA- STA 21+84.81 �� ® \, ! ,/j PRPCA -L- STA 148+56.05
-YRPC- •\�' �:-...*>4:w. ND BRIDGE SUBMITTED: 06-24-19
BEGIN BRIDGE \, //- -YRPA-YRPA-
�\AI �����II1* N#i -YRPAC- STA 28+75.00
-YRPCA- STA 36+16.25 -YLPC- �Iti l i i -YRPBD-5� �/ SUBMITTAL # L-031R1
END BRIDGE 4 :Or BEGIN BRIDGE
��� �l� ��, -YRPAC- STA 27+50.00
-YRPCA- STA 41+03.25 3p �f��I'/'-�
END BRIDGE -no- US \31"7;� ,lla __
-YRPAC- STA 79+60.58 DAME ����,i �SIR r �A` YRPAC-
A `` ilI +f v� END BRIDGE
EB9 SA. ?. ����iii4it se' >> �� -L- STA 150+16.30
R(41,02
YRPD Ge
�Y 1.0
411; 1777 g 1t5 x c . YES s c osarm��inliwat i�
esn �� END BRIDGE OS� 4'� i 004160
e::# ,ti`,* L w6- STA 1ao+3a.9 's END TIP PROJECT I-3819B r � :y����i�I►1111B�kjir
v) v fr � � .r rr��tlr1i�l� �'
,�� END BRIDGE �. -L- STA.219+50.00
CLEARING ON THIS PROJECT SHALL BE PERFORMED ,b �'tg,�iy L_EB- STA 140+38.97 ! !►�•
TO THE LIMITS ESTABLISHED BY METHOD III. j1 BEGIN BRIDGE
M N SJti� /I!" END BRIDGE L_WB- STA 139+24.47 #tysT\
THIS IS A CONTROLLED ACCESS PROJECT Q� BEGIN BRIDGE �N. " �
LT S.
co)
oo Y10- STA 28+16.85 sA I LANE
WITH ACCESS BEING LIMITED TO INTERCHANGES �o� BEGIN BRIDGE L_EB- STA 139+24.47 �sy
�' -Y S- STA 120+24.50 BEGIN BRIDGE
v - -Y RT- STA 241+22.17 DOCUMENT NOT CONSIDERED FINAL
rn • • END BRIDGE BEGIN BRIDGE UNLESS ALL SIGNATURES COMPLETED
rn -Y_S- STA 122+41.70 -Y_LT- STA 341+01.59
DESIGN DATA Prepared In the Office of: HYDRAULICS ENGINEER DIVISION OF HIGHWAYS
V GRAPHIC SCALES 1-40 1-77 PROJECT LENGTH WSP STATE OF NORTH CAROLINA
ADT 2018 = 57,300 62,900 1001 Morehead Square Dr.,Suite 61., Charlotte,NC 28203
C' 50 25 0 50 100 NC LIC NO.F-0165 ®Rr
y `III I ADT 2040 = 72,500 77,500 LENGTH ROADWAY TIP PROJECT I-3819B = 3.885 2018 STANDARD SPECIFICATIONS "--
®F a�'�
° PLANS DHV = 5,800 6,200 LENGTH STRUCTURES TIP PROJECT I-3819B = 0.124 ,s
e
: D = 55 % 55 % SIGNATURE,
° 50 25 0 50 100 RIGHT OF WAY DATE: CHRISTOPHER D. DAVIS,P.E.
I'I"� % * % ** TOTAL LENGTH OF TIP PROJECT I-3819B = 4.009 PROJECT ENGINEER ROADWAY DESIGN �� ��
o T = 16 19 OCTOBER 30,2018 ENGINEER Air Op�Wp�ao�®�0.
m� PROFILE (HORIZONTAL) V = 60 MPH 60 MPH
°'3� LETTING DATE: ERIC W.SECKINGER, P.E.
o 10 5 0 10 20 TTST 13 + DUAL 3 (I-40)
,-�'T r 1 `i I i i ** TTST 16 + DUAL 3 (1-77) OCTOBER 30,2018 PROJECT DESIGN ENGINEER
N m v l PROFILE (VERTICAL) CLASSIFICATION: INTERSTATE PE F.E.
t\9.7� SIGNATURE: STATE HIGHWAY DESIGN ENGINEER

LANE `` I PROJECT REFERENCE NO.I-
38/98 SHEET NO.
I—A
RN✓ SHEET NO.
ROADWAY DESIGN HYDRAULICS
INDEX OF SUBMITTAL "A" ROADWAY SHEETS GENERAL NOTES ENGINEER ENGINEER
1 TITLE SHEET GENERAL NOTES: 2018 SPECIFICATIONS
EFFECTIVE: 01-16-2018
1-A INDEX OF SHEETS AND GENERAL NOTES REVISED:
1-B CONVENTIONAL SYMBOLS GRADING AND SURFACING OR RESURFACING AND WIDENING:
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED
1C-1 THRU 1C-24 PROJECT SURVEY CONTROL SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. WHERE NO GRADE LINES NOT CONSIDERED FINAL
ARE SHOWN,THE PROFILES SHOWN DENOTE THE TOP ELEVATION OF THE EXISTING PAVEMENT UNLESS ALL DOCUMENT SIGNATURES COMPLETED
ALONG THE CENTER LINE OF SURVEY ON WHICH THE PROPOSED RESURFACING WILL BE
1D-1 THRU 1D-7 CENTERLINE COORDINATE LIST PLACED. GRADE LINES MAY BE ADJUSTED BY THE ENGINEER IN ORDER TO SECURE A
PROPER TIE-IN.
2A-1 THRU 2A-9 TYPICAL SECTIONS,PAVEMENT SCHEDULE & DETAILS CLEARING:
2D-1 THRU 2D-4 DRAINAGE DETAILS CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY
METHOD III.
2E-1 SHEAR POINT DIAGRAM
SUPERELEVATION:
10 THRU 12;22 THRU 24 PLAN SHEETS ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH
STD.NO.225.05 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
37 THRU 42;47 THRU 51;55 THRU 58;61 THRU 73 PROFILE SHEETS SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL
SECTIONS.
W-1 THRU W-2 RETAINING WALL ENVELOPES SHOULDER CONSTRUCTION:
ASPHALT,EARTH,AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF
XA-0 CROSS SECTIONS TITLE SHEET SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD.NO.560.02
XA-1 THRU XA-9 NOT IN THIS SUBMITTAL SIDE ROADS:
XA-1 THRU XA-63 - - _______ ____ __ ____ ____ __ _ -L-(LT)CROSS SECTIONS
XA-64 THRU XA-72 NOT IN THIS SUBMITTAL THE CONTRACTOR WILL BE REQUIRED TO DO ALL NECESSARY WORK TO PROVIDE
XA-64 THRU XA-127 y -. -L-(RT)CROSS SECTIONS SUITABLE CONNECTIONS WITH ALL ROADS,STREETS,AND DRIVES ENTERING THIS PROJECT.
XA-128 THRU XA-132 NOT IN THIS SUBMITTAL THIS WORK WILL BE PAID FOR AT THE CONTRACT UNIT PRICE FOR THE PARTICULAR ITEMS
XA-128 THRU XA-141 -Y_S-(LT)CROSS SECTIONS INVOLVED.
XA-142 THRU XA-146 NOT IN THIS SUBMITTAL BERM DITCHES:
XA-142 THRU XA-15.4 -Y_S-(RT)CROSS SECTIONS
BERM DITCHES SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.240.01
XA-155 THRU XA-166 -Y_RT-(LT)CROSS SECTIONS AT LOCATIONS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.
XA-167 THRU XA-178 -Y_RT-(RT)CROSS SECTIONS SUBSURFACE DRAINS:
SUBSURFACE DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.815.02 AT
XA-179 THRU XA-193 -Y_N-(LT)CROSS SECTIONS LOCATIONS DIRECTED BY THE ENGINEER.
XA-194 THRU XA-208 -Y_N-(RT)CROSS SECTIONS UNDERDRAINS:
XA-209 THRU XA-215 -YRPA-CROSS SECTIONS UNDERDRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.815.03 AT
LOCATIONS DIRECTED BY THE ENGINEER.
XA-216 THRU XA-246 -YRPAC-CROSS SECTIONS SHOULDER DRAINS:
XA-247 THRU XA-261 -YRPC-CROSS SECTIONS SHOULDER DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.816.03
AND DETAILS IN PLANS AT LOCATIONS DIRECTED BY THE ENGINEER.
XA-262 THRU XA-291 -YRPCA-CROSS SECTIONS DRIVEWAYS:
XA-292 THRU XA-300 -YRPD-CROSS SECTIONS DRIVEWAYS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.848.03
AT LOCATIONS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER.
XA-301 THRU XA-307 -YRPDB-CROSS SECTIONS STREET TURNOUT:
XA-308 THRU XA-312 -YLPC-CROSS SECTIONS STREET RETURNS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.848.04 USING
THE RADII NOTED ON PLANS.
GUARDRAIL:
THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING
CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT
WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL.
END BENTS:
THE ENGINEER SHALL CHECK THE STRUCTURE END BENT PLANS,DETAILS,AND CROSS-
SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE EMBANKMENT OR EXCAVATION
APPROACHING A BRIDGE.
C
UTILITIES:
= UTILITY OWNERS ON THIS PROJECT ARE
-6
o, AT&T
CITY OF STATESVILLE POWER
CITY OF STATESVILLE WATER/SEWER
DUKE ENERGY DISTRIBUTION
C' DUKE ENERGY TRANSMISSION
ENERGY UNITED
IREDELL WATER CORP
PSNC GAS
SPECTRUM /TWC
10 ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS,EXCEPT
AS SHOWN ON THE PLANS.
-"o RIGHT-OF-WAY MARKERS:
m
ALL RIGHT-OF-WAY MARKERS ON THIS PROJECT SHALL BE PLACED BY CONTRACT.
3 CURB RAMPS
° CURB RAMPS ARE SHOWN ON THE PLANS AT APPROXIMATE LOCATIONS.
mw
CONSTRUCT ALL CURB RAMPS ACCORDANCE WITH STD 848.05 and/or 848.06.
0 3U
CV2
-03
Ld
N 00
\/CC
lD/0_

PROJECT REFERENCE NO. SHEET NO.
STATE OF NORTH CAROLINA, DIVISION OF HIGHWAYS -38/9B B
CONVENTIONAL PLAN SHEET SYMBOLS
BOUNDARIES AND PROPERTY: Note:Not to Scale *S.U.E. = Subsurface Utility Engineering WATER:
RAILROADS:
State Line
Standard Gauge 11 1 1 1 1 1 1 Hedge
Water Manhole
g
CountyLine CSX TRANSPORr4n0N g
SwitchRSignal Milepost = O Orchard
Woo Woods Water Meter
Township Line p MaePosr 35 Water Valve
City Line SWITCH Water Hydrant
RR Abandoned — — — — Vineyard 1 vineyard
Reservation Line U/G Water Line LOS B (S.U.E*) w
Property Line RR Dismantled EXISTING STRUCTURES:
P Y U/G Water Line LOS C (S.U.E*) - W
Existing Iron Pin 0
EIP MAJOR: U/G Water Line LOS D (S.U.E*)
RIGHT OF WAY & PROJECT CONTROL: Bridge,Tunnel or Box Culvert I co�c a/G Water
Computed Property Corner Above Ground Water Line
Property Monument
0 Secondary Horiz and Vert Control Point • Bridge Wing Wall, Head Wall and End Wall ) NW
ECM
Parcel/Sequence Number ® Primary Horiz Control Point U MINOR:
Primary Horiz and Vert Control Point a Head and End Wall / CONC HW /
Existing Fence Line TV Pedestal
0
Proposed Woven Wire Fence
o Exist Permanent Easment Pin and Cap 0 Pipe Culvert TV Tower
IFIHI
New Permanent Easement Pin and CapO Footbridge U/G TV Cable Hand Hole
Proposed Chain Link FenceU/G TV Cable LOS B (S.U.E.*)
Pro posed Barbed Wire Fence O Vertical Benchmark I Drainage Box: Catch Basin, DI or JB 1 Hip Right of WayMarker U/G TV Cable LOS C (S.U.E.*)
Existing Ri g 0 Paved Ditch Gutter
U/G TV Cable LOS D (S.U.E. )
Proposed Wetland Boundary WLe Existing Right of Way Line - Storm Sewer Manhole
of New RightLine U/G Fiber Optic Cable LOS B (S.U.E. )
Existing Endangered Animal Boundary EAB Way O Storm Sewer
U/G Fiber Optic Cable LOS C (S.U.E.*)
Existing Endangered Plant Boundary EPB New Right of Way Line with Pin and Cap W A UTILITIES: U/G Fiber Optic Cable LOS D (S.U.E.*) TV FO
Existing Historic Property Boundary "Pa New Right of Way Line with ® w R POWER:
y GAS:
Known Contamination Area: Soil ;� s Concrete or Granite RN/ Marker
;�; Existing Power Pole •
Gas Valve 0
New Control of Access Line with
Potential Contamination Area: Soil s ® Proposed Power Pole
Concrete C/A Marker a p b Gas Meter
Known Contamination Area: Water Nr. W ExistingControl of Access c} Existing Joint Use Pole
A, U/G Gas Line LOS B (S.U.E. )
Potential Contamination Area: Water - w Proposed Joint Use Pole
New Control of Access * - -
Contaminated Site: Known or Potential 7 U/G Gas Line LOS C (S.U.E. )
Power Manhole G
Existing Easement Line - U/G Gas Line LOS D (S.U.E.*)
BUILDINGS AND OTHER CULTURE: New Temporary Construction Easement E Power Line Tower Above Ground Gas Line
Gas Pump Vent or U/G Tank Cap O Power Transformer GJ
New Temporary Drainage Easement TDE
o SANITARY SEWER:
Sign U/G Power Cable Hand Hole
New Permanent Drainage Easement PDE
Well ° H-Frame Pole 110—• Sanitary Sewer Manhole OO
New Permanent Drainage /Utility Easement DUE * P Sanitary Sewer Cleanout O
Small Mine New Permanent Utility Easement PUE U/G Power Line LOS B (S.U.E. )
Foundation I I U/G Power Line LOS C (S.U.E.*) --.-- U/G Sanitary Sewer Line ,,
New Temporary Utility Easement
Area Outline I U/G Power Line LOS D (S.U.E.*) P Above Ground Sanitary Sewer
New Aerial Utility Easement AUE
Cemetery I t I SS Forced Main Line LOS B (S.U.E. )
TELEPHONE: SS Forced Main Line LOS C (S.U.E.*) - --
Building ROADS AND RELATED FEATURES:
School
Existing Telephone Pole SS Forced Main Line LOS D (S.U.E.*)
� Existing Edge of Pavement
Church 11
Proposed Telephone Pole
Existing Curb Telephone Manhole El) MISCELLANEOUS:
Dam Proposed Slope Stakes Cut Utility Pole •
HYDROLOGY. F Telephone Pedestal ❑O
Proposed Slope Stakes Fill 4, Utility Pole with Base r
Stream or Body of Water Telephone Cell Tower
Proposed Curb Ramp cR UtilityLocated Object
Hydro, Pool or Reservoir 7 U/G Telephone Cable Hand Hole Ed
Existing Metal Guardrail T T TUtility Traffic Signal Box
Jurisdictional Stream — U/G Telephone Cable LOS B (S.U.E.*) T
�s Proposed Guardrail Utility Unknown U/G Line LOS B (S.U.E.*)
Buffer Zone 1 Bz 1 U/G Telephone Cable LOS C (S.U.E.*) --T--
Existing Cable Guiderail n n nU/G Tank;Water, Gas, Oil
Buffer Zone 2 Bz 2 U/G Telephone Cable LOS D (S.U.E.*) I
Proposed Cable Guiderail nnnnUnderground Storage Tank,Approx. Loc.
Flow Arrow - U/G Telephone Conduit LOS B (S.U.E.*) T=
Equality Symbol A/G Tank;Water, Gas, Oil
Disappearing Stream U/G Telephone Conduit LOS C (S.U.E.*) -—T -
-,_' Pavement Removal �V
g
Wetland VEGETATIO TB
N. U/G Fiber Optics Cable— U/G Telephone t LOS B (SSU EE*)LOS D ) o- U/G eTest HolenLOS An
Spring (S.U.E.*)
Single Tree C3 * Abandoned According to Utility Records AATUR
Proposed Lateral,Tail, Head Ditch >> > > U/G Fiber Optics Cable LOS C (S.U.E. ) --T Fo--
rL� Single Shrub a T TO End of Information E.O.I.
Sump — U/G Fiber Optics Cable LOS D (S.U.E.*)False

M
PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-01
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
BLE BLW
POINT DESC. NORTH EAST ELEVATION POINT DESC. NORTH EAST ELEVATION
GPS4 I3819-4 754490.9140 1448117.7020 847.50 BLW13 BLW-13 754919.9730 1448270.1500 845.47
478 87-478 754355.6560 1448763.5530 839.38 483 BY-483 755019.0190 1448921.7970 842.30 C)O
477 BY-477 754956.9490 1449847.9290 815.70 BLW11 BLW-11 755141.1730 1449643.6170 822.00
476 BY-476 755200.8470 1450731.2280 828.37 482 BY-482 755303.1620 1450544.9710 823.80
BLE18 BLE-18 755401.4860 1451863.6110 863.19 BLW9 BLW-9 755477.7250 1451591.7140 856.36
BLE19 BLE-19 755568.3870 1452802.6400 892.40 BLWB BLW-8 755657.1330 1452559.3620 885.95 NC GRID (./)
BLE20 BLE-20 755729.1870 1453740.0370 907.60 BLW7 BLW-7 755811.0040 1453522.3030 907.13 N A D 83/9 5
0LE21 BLE-21 755872.7750 1454541.2890 905.21 BLW6 BLW-6 755966.1790 1454411.0630 905.50 rn
BLE22 BLE-22 756023.6770 1455453.5900 898.94 BLWS BLW-5 756141.3120 1455378.1000 898.70 g Y -100 rn
BLE23 BLE-23 756219.6980 1456366.3730 892.64 BLW4 BLW-4 756334.2400 1456318.8180 892.30
BLE24 BLE-24 756513.6490 1457336.9070 885.92 BLW3 BLW-3 756591.3240 1457139.8820 885.73 BLE25 BLE-25 756786.9670 1458160.9990 877.17 BLW2 BLW-2 756983.5200 1458131.7650 877.08 B V 4 3 /I)
BLE26 BLE-26 757158.9750 1459093.7350 870.75 BLW1 BLW-1 757295.9950 1459047.1930 870.79
O
BLE1 BLW1
BY-365 AIL �0
POINT DESC. NORTH EAST ELEVATION POINT DESC. NORTH EAST ELEVATION BLE28 BLE-28 752356.4510 1436191.2550 897.96 BLW27 BLW-27 752484.0900 1436154.0060 896.48 BY1- 0
BLE1 BLE-1 752620.7520 1437075.8810 882.08 BLW26 BLW-26 752719.7220 1437013.0440 882.94
GPS1 I3819-1 752830.1780 1437614.1320 871.20 BLW25 BLW-25 752960.6490 1437845.7390 874.00 N
GPS12 BLE-2R 752890.2320 1438005.1030 876.51 II O{ � 1
E0361 8Y-361 753238.1920 1439545.2160 911.74 �J '
� ♦
i O Q
Z N
o
71
w BY3A-18
DATUM DESCRIPTION *6. -EY03-
THE LOCALIZED COORDINATE SYSTEM DEVELOPED FOR THIS PROJECT B Y-3 6 B Y 3 7 ___ -- __
IS BASED ON THE STATE PLANE COORDINATES ESTABLISHED BY
NCDOT FOR MONUMENT "I3819-1" � L _�'Q3-_-_- - _ _ --
_ _---
WITH NAD 83/95 STATE PLANE GRID COORDINATES OF EY_ __ - _�
NORTHING: 7528ELEVATION: FASTING: 1437614.132(ft) s G B Y 3 2 9 5 -- --- _�-_ -
ELEVATION: 871.40(ft) �`
THE AVERAGE COMBINED GRID FACTOR USED ON THIS PROJECT / I i B Y 6 2 -�� ���--- _ �
(GROUND TO GRID) IS: 0.99988915 B IV #9 0 , ��� ����
_ _________----
LOCALIZED N.C. LAMBERT GRID BEARING AND ��
LOCALIZED HORIZONTAL GROUND DISTANCE FROM I/#8 9 rig / _�_�
"13819-1" TO -L- STATION IS B'° _=ii -EL-�-�=
BY3-297 l�___=-_
ALL LINEAR DIMENSIONS ARE LOCALIZED HORIZONTAL DISTANCES t ' - Ij i�-
VERTICAL DATUM USED IS NAVD 88 i'� --- B Y A-2 2 B Y A-2 2 2 ♦
BY3-291 • BY3 29 i
�� BY 36 ; _ ♦ BYIA 223
'� BY 366 E� I
%j� I Y49
off\ /
�W 25 j / R B Y 363 -- -8= YIA-220
\nnII 2 - I
BM#50 --EY � ij��
_ � �
'� / /\ WIi
g8-
-
� B51
i ,AO BY-390 ; F-
_ 28
E , CREST RHILL pN jBYI-106
,v BY1
7 POINT DESC. NORTH EAST ELEVATION
c
rcli
O 100 BY1-100 754666.3550 1440001.2510 852.80 NOTES
A 365 BY 365 754480.4750 1440019.6480 841.06
o
101 BY1-101 754282.7420 1439912.9370 842.41 I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEM
o 362 BY-362 753607.3400 1439544.4570 900.92
L 361 BY-361 753238.1920 1439545.2160 911.74
363 BY-363 752950.0210 1439523.8950 902.40 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES, Ir
a 390 BY-390 752493.9660 1439417.8950 897.09 FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
o 106 BY1-106 752214.6190 1439399.9340 892.52
A
AND SURVEYS UNIT.
oOO
000
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\
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co
PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-02
SURVEY CONTROL SHEET Location and Surveys
MATCH TO SHEET NO RWO2 C-O9 W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
1
q.1
� �` BY4-127 BY2
IQPOINT DESC. NORTH EAST ELEVATION
• E0363 BY-363 752950.0210 1439523.8950 902.40
220 BY1A-220 753016.0120 1439829.2920 878.07
B Y 8-2 2 001 �_--_ 221 9514-221 753154.1290 1440030.4060 868.00
222 9114-222 753141.3080 1440478.7240 858.94
O R 223224
BY1A-223 753274.5280753354.6120
1441004.3730 868.13
1441628.9720
` ��� ��\ ��1� "Y-4 7 367 BY1 -224
BY-367 753124.0660 1441955.2730 854.48 833.01
i J \J 368 BY 368 753144.0780 1442391.7670 829.45
n vL 233 BY2-233 753529.6210 1442510.7530 840.49
Q �I`� ''�� �� �(70 B Y-3 7 \ B Y-4 2 8 234 BY2-234 753580.0330 1442856.9000 814.98
�� 369 9BY-369 753319.5500 1442987.5210 802.45
238 BY4A-238 753489.8320 1443457.5600 792.58
NC GRID
��� E0132 BY4-132 753455.1120 1443668.0300 UNKNOWN
NAD 83/95 c`� ����
_�' lir :Y-427
I BY8 229 (c:„Y ,rnr o Bvl#7 WAY pR.
BfV#8I W_236 01 B 371 I GI-EN Y 424�
Z 2� -___- -=_ _
8 y 4 2 _
0 '1 EY51 =11 II B 5 __ :�
i i I Y 5- 52 -_ -_
BY 372 m BY 426_-_ =B �'___-___ _
g M#� �( �I ' B V#7 4- _ EYL___caw - � ___-
--� __ --_ 78_______ __,________
- -_= __ i_40
_ EY68
SR 19 6 5 EYo3� _ __ _lr
r rL
ANTHER Rp ' BY 376 / �A 21- owl /
11
o G B Y-375 -�03= L- ___------ _-__ I - /� EY6 / I
BV452 -= - _ __ =0
-I
_- ®_--- == _- 0
_-- _ 4 g
_ _ - -- _____ --- - - = n
- - N
-_ - �r�5 BY2 234 BV I �I I
-EL- _ BY2-233 53 I; rr i
BY4A 238 �� i � AVE.
��
BM#6 �� ��� -: i Z
YIA 224 1 (�\ �� �_� FR�E_
// B Y 3 6 J _ "--"__ BY3 POINT DESC. NORTH EAST ELEVATION
m __
W
0 C I = �" - 291 BY3-291 753217.9290 1437481.7700 839.85 /72
BY-368 / ,1� - -
' \\ / -EY55- 366 BY-366 753031.4580 1437815.6850 862.97
_ 293 013-293 753135.0730 1438280.4380 889.63 !�
i -
__ 294 BY3-294 753282.5050 1438719.6620 900.16 O
41 B Y 3 6 7 J /i!(
295 053-295 753516.3330 1439093.4410 898.78 N
/ I I E0362 95-362 753607.3400 1439544.4570 900.92 A
o, Iii 11 364 BY-364 753716.1190 1440066.0610 872.31 ( )
m BY2DW R 117 0134-117 753703.5300 1440701.3370 842.09
i POINT DESC. NORTH EAST ELEVATION >- Ll 118 BY3A-118 753774.4330 1441218.1780 854.85 O
a-
n W i �i1 375 BY-375 753913.2550 1441797.9480 853.45 (A)
v E0372 BY-372 754491.9160 1443093.9230 825.47 i 376 91-376 754023.7600 1442549.7860 832.31
m 236 95208-236 754567.0600 1443512.3810 824.70 g Y-3 g g I 121 9134-121 754219.6700 1443265.5360 823.04
7E0371 BY-371 754659.1790 1443915.7220 796.30 ' MATCH TO SHEET E0370 01-370 754192.6310 1443802.1540 801.18
I
BY8 , 1 NO RWO2C-12
v POINT DESC. NORTH EAST ELEVATION
arai E0121 0134-121 754219.6700 1443265.5360 823.04 `�
372 BY-372 754491.9160 1443093.9230 825.47 lT\ \\ B488
NOTES
A 374 BY-374 754997.0410 1443240.7960 822.38 N�
m 373 BY-373 755330.4260 1443559.3520 821.87 \ I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEI,I
0
a BYBA
a POINT DEsc. NORTH EAST ELEVATION B M#3 O 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. r
m 229 BY8-229 754954.9390 1442435.6850 817.79 B Y 4-13 5 FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
3 228 BY8-228 754895.9910 1442731.6520 796.44 AND SURVEYS UNIT.
0 227 918-227 755137.3850 1443023.3010 798.58
smrc 226 BY8-226 755482.2330 1443288.0620 808.28
oN o0" 225 918-225 756060.8030 1443480.5560 818.74
C�c
PUT

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PROJECT REFERENCE NO. SHEET NO.
cr
I-3819B 1C-03
SURVEY CONTROL SHEET Location and Surveys
MATCH TO SHEET NO RWO2 C-1 0 W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
-/ / 11 ) \
9;BY1BM#
5A 251, BIV#82
BY-421 k BY15A-250EY59_-
_ — I -
- _ —\�I I
_ — —
__ BLW
8BY 422 � y'T''g6_
y
BY 423 DWB:r1- -BM#8 BLW- 3 � FYLNT�RP16=
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3 73 I i I B M#6 5 NAD 83/95
41' BYS-I4 I LT
0 I iW
X' N
I ,
I I i
BY-385
s
0
N5. BYN 13 - NOTES
I BY-384
; /"Eylg' I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEF.]
ILI ;I 13819 3
2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES, IF
a �\ FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
I I1
AND SURVEYS UNIT.
o MATCH TO SHEET NO RWO2C-12
N00
O0-
,,L
\ u
P 0�

PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-04
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION 1
MATCH TO SHEET NO RWO2C-11 /
i I' BY 5-243
BY 48 n
\
n B Y 4 7 4 BY6
POINT DESC. NORTH EAST ELEVATION Q I
I - ^ E0387 BY-387 755474.952P1 1453551.P1P120 896.35 / 138 9-6Ov _ 259 BY6-259 755531.9800 1454234.1920 892.93
260 BY6-260 755414.7810 1455251.8870 888.70 i
261 BY6-261 755305.4840 1456065.9230 885.31 W ' I
0 ''r.) E0U262 BY6-262 755187.2520 1456767.0340 896.59 / N
\ BY-480 �1 I �� _
N NC GRID �\Y475
' 8 1 RI
NAD 83/95 `� O 00 ' 1 I ��\6\
rn
O to 8 , \,_ Z BLW-2
Z 76 - tL� N V /1 � BYI5-24A O EY-S
T_EE8 E�,
- Ey7a'
O �A Q BY-479 � e� 8 --_—_ _-- � x72 ,` �,� �8� I. I BLW 8 / BLE-25
o I' t`L Lj ,01€ M#7 I e I
n �' r` BY15A-257 B �8'/� /� t0n
z LW 4 ���+� 8��
c, •o BLW-5 - e I
BY15A 254 �=- �# 2 II
BY15A 253 ir BLW-6 BY15A 256 �/e -1LE-23
B Y 5A-255 ___EY59_ 88_8.8e-�
BYI5A-252 _8� ----_--___- --_ _ --__ 3819-5
-- -____ - --- y =-=- --
.E(S9% — _ �_40 B L E 2 2 BBV#96 BE2 ///l/
�! __ _ _ - BM#II /Illf
E BY-388 s IOA-214 /II
Iiii/
8---- �- ---- ---
- 6/
11
--- - BYIOA-215
,--(- -_ 8 —_ �_ _ — --__ B Y 10 A-216 ) '
BY15A-251 , `5/ BY6-259 8�=== -- ----_ 81 BY15 245
v BY 3 8 7 =Erie=--- -__- ���I
BLW-8 �6�' BY10A-213 BY6 260 8N888_ II
2 BLE-2o PEACHTRE BY6 261__ 8 ���,
E RD. \ ��, BM#39
tY6-262 L- ` Er63_
0 B i A-2 7 +�e`'-�-
CYIOA 211 BY OA 2;8,
_ $-64
M
rn
U rn
ZU
Ti
O
3
NOTESo
I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEM
ia 0 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. IF
IV FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
n AND SURVEYS UNIT.
�U
0 Oer
\UN W
P
'U�T

co
PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-05
an
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
•
BY15
POINT DESC. NORTH EAST ELEVATION
144
241 8715-241 758830.8500 1457419.4740 829.10
242 BY15-242 758317.0830 1457285.4960 838.60
�I 243 BY15-243 757707.3420 1457242.6960 849.96
GPS6 I3819-6 757495.4650 1457130.8400 851.50
i 244 BY15-244 756879.8710 1457027.2450 859.24
CO fo - �// GPS5 I3819-5 756095.7030 1456908.2300 877.27
47 (/� 245 BY15-245 755295.5380 1456796.0560 898.30
) - + / NC GRID E0262 BY6-262 755187.2520 1456767.0340 896.59
l� �/ /� NAD 83/95
N V i ' Y 4 Q //
c, B 5 2
/ ' BY 15A
� POINT DESC. NORTH EAST ELEVATION
250 BY15A-250 755631.4420 1452039.0170 867.14
171,7- SR251 BY15A-251 755702.0500 1452609.0560 879.36
^ 252 BY15A-252 756033.5820 1453278.9590 891.32
Z / / 253 BY15A-253 756112.4090 1453721.6360 898.58
0 ` 254 BY15A-254 756001.9000 1454200.2310 904.35
w B Y 1 5-2 L 2 / \„\Fq 1 �O� 255 97158-255 756070.4170 1454809.5960 906.21
`�,\ FR 256 BY15A-256 756186.6010 1455285.4160 904.17
' -; C 257 07158-257 756483.7420 1455807.3800 893.89
F 479 BY-479 756798.4930 456108.1070 880.65
/ �� 480 BY 480 757200.7440 1456498.2560 870.35
% 481 BY 481 757688.2840 1456869.3490 850.41
E0243 BY15-243 757707.3420 1457242.6960 849.96
I I RO
''I!
>
n
O EL-
BL_W-1
cil
c I Ao _-__.
rn
N I j;� BLE 26
BLW 2 //
Z / BV#13
41 0 %i
30
i /
O -------- BL_E-25
N
I
V
CD
3
NOTES
o I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEM
0
a
2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. IF
a
FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
A
AND SURVEYS UNIT.
oOO
N00
L✓'
Oati
'0 0
P 0-0

co
PROJECT REFERENCE NO. SHEET NO.
� I-3819B 1C-06
\ '\ SURVEY CONTROL SHEET Location and Surveys
I I �I \-----//
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
I \ i
I ' ►1
' ! I BM#70' ' BYN
POINT DESC. NORTH EAST ELEVATION
BYN27 BYN-27 765223.3180 1448924.9770 889.33
I I / BYN26 BYN-26 764506.4100 1448874.6400 912.93
//// BYN25 BYN-25 763858.7610 1448834.2230 924.59
B YN24 BYN-24 763001.1210 1448795.5710 915.33
/ 8YN23 BYN-23 762077.1520 1448722.0050 878.30
\I 6YN22 BYN-22 761080.1930 1448657.6990 869.69
I // X 6YN21 BYN-21 759943.2280 1448583.3780 905.28
/ \ BYN20 BYN-20 759056.1830 1448528.8960 907.16
A NC GRID 463 BY-463 758514.3810 1448496.2450 893.48
.` / NAD 83/B5 462 BY-462 757990.8800 1448482.6730 872.34
BYN18 BYN-18 757a87.9210 1448412.7660 863.09
I I J
I 484 BY-484 756281.4700 1448526.7090 868.35
E G483 BY-483 755a19.a190 1448921.7970 842.30
BYN15 BYN-15 754705.8810 1448254.7630 860.74
J/ I it i �� 11 BYN14 BYN-14 753770.0440 1448189.7960 809.69
BYN13 BYN-13 752656.9630 1448110.3880 796.08
G PS3 I3819-3 752427.7960 1448104.7980 804.48
/ I I Li// - BYN12 BYN-12 751774.9630 1448076.3650 UNKNOWN
BYN11 BYN-11 750947.3570 1447998.0050 UNKNOWN
I I i
i
8 9 8 BYN10 BYN-10 750045.4450 1447909.4880 796.38
8YN8 BYN-8 748100.4380 1447723.5330 802.51
i iI 8YN7 BYN-7 747220.4630 1447636.4670 821.57
I BYN6 BYN-6 746261.7800 1447545.6020 853.19
BYN5 BYN-5 745452.7090 1447464.4410 866.90
Z BYN4 BYN-4 744409.3380 1447370.8920 877.51
t i1 I 8YN3 BYN-3 743456.9570 1447310.2650 914.45
w I I ii
BYN2 BYN-2 742557.4350 1447343.3930 949.85
BYN1 BYN-1 741949.7990 1447370.8740 955.21
I BYS
Ii POINT DESC. NORTH EAST ELEVATION
A
GPS8 13819-8 768269.2750 1449069.0880 820.43
II
GPS7 I3819-7 766050.9590 1448919.5800 863.07
1•` 111 BYS1 BYS-1 765120.8670 1448813.1760 893.50
438 BY-438 764163.0650 1448749.5400 920.53
N B983 BYS-3 763612.2500 1448703.1390 924.21
i 8904 DVS 762734.6050 1448659.3060 904.55
I � � BYS5 BYS-5 761778.0190 1448596.3710 867.35
BYS6 BYS-6 760676.3290 1448525.6370 882.82
BYS7 8YS-7 759768.2780 1448470.0670 908.37
BYS8 BYS-8 758919.8350 1448414.7880 904.75
il
BYS9 BYS-9 757985.2300 1448355.3680 873.99
461 BY-461 756350.4970 1448243.1880 869.76
0P34 I3819-4 754490.9140 1448117.7020 847.50
i BYS13 BYS-13 754209.3530 1448103.2580 830.27
l I
I 8YS14 BYS-14 753127.3110 1448029.0290 786.63
8Y615 BYS-15 752107.4250 1447976.8030 817.69
I BYS16 BYS-16 751249.0060 1447915.6800 830.05
8Y517 BYS-17 750585.7550 1447853.4540 814.99
I BYS18 9Y5-18 749545.7430 1447749.9790 795.40
-o il
I BYS19 BYS-19 748528.5500 1447656.6320 800.09
5 BYS20 BYS-20 747514.6620 1447558.8020 813.50
0
BYS21 BYS-21 746571.5040 1447468.1600 843.35
N I /� i 342 BY-342 746018.6270 1447412.4360 858.68
i i
8Y622 6Y6-22 745701.1270 1447381.6970 864.58
BYS24 BYS-24 743643.9660 1447193.7910 909.67
BYS25 BYS-25 742559.6750 1447220.1600 950.91
H II 8Y526 BYS-26 741981.9910 1447253.6330 955.86
COI
T
o i
v
i
BIV#89I # '
7 I
0
0 I
0 i
U i
C
3819 7 i NOTESo
o
I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEF.]
O
03
�I
WI 11
I I 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES, Ir
FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
di MATCH TO SHEET NO RWO2C-07 AND SURVEYS UNIT.
off
N00
L
O 0-"
..>
P0�

PROJECT REFERENCE NO. SHEET NO.
cr
I-3819B 1C-07
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
1\11 MATCH TO SHEET NO RWO2C-06
I I 1 I
NC GRID II
NAD 83/95 II I
I I
I
I I
IBYN-27
BYS—I ii
iI I
BIV 495 141 I ' N
ThI'' �'� I i i 1
BY7 I ' I
\\ �/ i POINT OESC. NORTH EAST ELEVATION I ll —
II i
Z I ` / 171 9Y7-171 763449.7040 1448440.3680 942.73 I I
O y N., 172 BY7-172 763566.0240 1448883.1190 943.71 I I
w // 173 BY7-173 763690.1780 1449160.3400 943.35 I I
c '\ I1, BYN-26
,I
I 1
\\ ___1/ iii
BY-438 I '
\JBY29 I I Ii
I
III
1
/BL— 8 \�\ 0li/ I
BY 3\ I
BYS-3 III BY7-173
SR 2171 JANE SOWERS RD.
BL 17 Er2i %' BY7 172
I
3 // BY-434 1 BY7 171 I I
„� % BY-435 BY-436 IIII
►I III
C' /C
/IBYN-24
I
m
7 BL 6i II
L
N I I 1
MATCH TO SHEET NO RWO2C-08 ♦ BYS-z
3 2 NOTES
. I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEF.]
0
a
7 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. IF
a
FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
A
AND SURVEYS UNIT.
Q,Iv
o,,
000
2L✓
Oati
,.P 0-0

PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-08
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
I II � BYN-24
BL-16 1,7
Il/ IMATCH TO SHEET NO RW02C-08 BYS 4
II 11, ill!' !'
li BL- 5 I
III
/'i
I__�� '' NC GRID I i l BYN 2 3
_`=, I NOD 83/55 I I
I11 /
'
I BL-14 '
z 1
N
w / I i i
ll
4/iL-I3 N I � I
II ,
n
I -' ' I BM#98 I
SR 9 I \I
SR 3 0
e !! li BS R i I
BYN-22 O1 N
- -_ i U5799_BL-z I . I °Th
IP BYS-6 ; i rn m
--
J' II 1 0
�
h' Z II Iiil
I
I
I
xi
U NOTES: / /11
I
BL 12 BY-465 0
4I I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, I I N
1 THE GLOBAL NAVIGATION SATELLITE SYSTEM.I
I ('�
2, THE SURVEY CONTROL DATA FOR THIS PROJECT HAS I I B Y-4 6 4
a
BEEN COMPILED FROM VARIOUS SOURCES, IF FURTHER I I
INFORMATION REGARDING PROJECT CONTROL IS NEEDED,
7 lit,/ PLEASE CONTACT THE LOCATION AND SURVEYS UNIT,
BY-485 I
BYN 21
U5799_BL-3
li
3 I Ii
IU
I BYS 7 1 I
a I
I
Aa
III
i MATCH TO SHEET NO RWO2C-09 MATCH TO SHEET NO RWO2C-10
o.0
N00
O0-
UL
\.
P 0,

A
C PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-09
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
MATCH TO SHEET NO RWO2C-08
BT1 /11
POINT OESC. NORTH EAST ELEVATION
U508 BL-8 757180.0920 1443636.7510 UNKNOWN I
U509 BL-9 757819.2690 1443747.1930 UNKNOWN I
U510 BL-10 750476.4090 1443845.0050 UNKNOWN /�
U511 BL-11 759115.0660 1443984.3330 UNKNOWN B L-1I B Y-4 2 9 /►R
U503 U5799_BL-3 759715.5740 1444049.9040 UNKNOWN J
U512 BL-12 760221.0140 1444121.0850 UNKNOWN - ______ 73
U504 U5799_8L-4 760731.8000 1444191.8000 UNKNOWN
U513 BL-13 761258.9880 1444298.7330 UNKNOWN ��-�___�_____ CAME FAR
N BY-439 ---- ____ /`/� R
U514 BL-14 761794.8778 1444398.9B7G7 UNKNOWN '_ 1 _
U515 BL-15 762329.1840 1444508.6150 UNKNOWN /-
U516 BL-16 762889.0540 1444626.8000 UNKNOWN I i� ��� D•
U517 BL-17 763460.0210 1444771.6770 UNKNOWN B Y-4 3 0 -
U518 BL-18 764025.1210 1445016.5790 UNKNOWN r �/
U529 BY-29 764034.1030 1445327.5230 UNKNOWN I i -B Y �" ----
U530 BY-30 763772.8240 1446030.2920 UNKNOWN �/ -
�
4 3 �
434 BY-434 763444.3740 1446562.7940 UNKNOWN Ili // --
435 BY-435 763385.3060 1447051.6710 UNKNOWN
436 BY-436 763383.4210 1447777.2200 936.35
BL-104
D
BT2 'POINT DESC. NORTH EAST ELEVATION (') ( )
0 439 BY-439 759050.8060 1444207.4610 UNKNOWN / 2 2
w 429 BY-429 759022.1550 1444880.6750 UNKNOWN /
430 BY-430 758913.302P1 1445374.6240 UNKNOWN ill
ce
431 BY-431 758804.7270 1446264.2090 UNKNOWN C. - / II I�
432 BY-432 758643.8720 1447096.3080 882.19 -----
O O��
I 1 NC GRID cn CI)
gL-g j I NAD 83/R5 = _
mrf rn rn
-I ---1
II Z Z
I 1 O O
i 1 / x 71
1 0 0
I N N
�J BL_-8i
!
CD
(--- _ �/ CDC �V
m
I
I
i
4
M
;/;///
NOTESBL-7
J '�1� I, PROJECT CONTROL WAS ESTABLISHED USING GNSS,
7
N l THE GLOBAL NAVIGATION SATELLITE SYSTEM.
O / \ \ 2, THE SURVEY CONTROL DATA FOR THIS PROJECT HAS
.� B M#29BEEN COMPILED FROM VARIOUS SOURCES, IF FURTHER
' INFORMATION REGARDING PROJECT CONTROL IS NEEDED,
U 1 PLEASE CONTACT THE LOCATION AND SURVEYS UNIT,
`„J i��,G;////���. B Y 4 2 6
, BY8-225 N ,•U5799-2
�) MATCH TO SHEET NO RW02C-09
MATCH TO SHEET NO RWO2C-02
Noo �I\
2 L N
o a,,
C O
PUO

PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-10
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
MATCH TO SHEET NO RWO2C-08 MATCH TO SHEET NO RWO2C-11
' 'I
II1I
Hi BYNI-20 BY5
POINT DESC. NORTH EAST ELEVATION
1
1 B Y S-8 j li )1 E0226 BY8-226 755482.2330 1443288.0620 808.28
I E0373 BY-373 755330.4260 1443559.3520 821.87
E0437 BY-437 755384.3740 1443887.1860 810.28
I ,
I
428 BY-428 755251.0400 1443961.3530 802.28
427 BY-427 754916.4230 1444188.2060 794.53
152 BY5-152 754567.9490 1444497.7130 804.25
j Imo, 426 BY-426 754369.9360 1444865.9440 789.73
I B Y 432 BY-433 425 BY-425 54516.7280 445572.8230 93.55
1II NC GRID 424 87-424 754606.4360 1446326.4520 793.45
B Y 5 2 I I NAD 83/95 423 BY-423 754842.1870 1446985.2230 811.39
L� l�- -- 422 BY-422 755237.3930 1447683.6370 UNKNOWN
- ------------- _ _
SR 2173 TDB i B Y 4 6 3 421 BY-421 755839.1480 1448066.4020 856.58
159 BY5-159 756652.1660 1448171.2830 879.32
160 BY5-160 757419.1770 1448219.4080 880.53
y .1AM E S FA RM Ii 161 BY5-161 757989.1710 1448253.9720 880.86
RD• i 162 BY5-162 758528.7780 1448236.4140 893.35
I
li/ F
IB M#9 4 433 87-433 758602.8760 1447777.1500 897.46
1 vl
2
w I I
o I11
BY5-16 ' ' BY-462
Cr,
1 ,�
le i
rn
-I BYS-9 11 / l/ /
1464%
I
z I II I ,
O I IN1 _
BY5- 60 I /i
(")
71
,, W I
o Ili III 11
BIV#72 1 I, fo O
Iifo I I\BYN- 8 N
,o ' ' I,
iI \ \ rn
I
N Ii
i iI -rn�I11 1 i I
41 �, z
I , , 0
M - 1
I1
I
j �I73
BY5 159 iI ih
`" I o
c
' �l i N
n
II
\ BY-484 o
41.
uc BY-461 , ; I NOTESo
III I'�
I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEI„I,
1 '
'a / /// I I �I II 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. IF
FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
AND SURVEYS UNIT.
o MATCH TO SHEET NO RWO2C-03
000
O0-
,,L
..
P0-c c

PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-11
SURVEY CONTROL SHEET Location and Surveys
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
'!'
n \
-I
I
BM#61
NC GRID
N NAD 83/95
rnI BY-466 \
111
rn
Y-467
Fis BY 471
B BY-7 69 BY-470
B Y 4 6 5 Z -EY58-
0 -
PO BY-468 ODESSA DR. \10%. 10; =
N0 Mtn\
z J, GO►1�\'
I\
,-
a )1
37 BY-472 I�/
4.°%....\
MATCH TO SHEET NO RW02 C-10 \�
#
BIV 62 i/
90,6 ►'BSR1 O POINT DESC. NORTH EAST ELEVATION
485 BY-485 759770.0610 1448451.2170 912.20
464 BY-464 760058.0920 1448674.8540 905.69 O
465 BY-465 760401.0440 1448903.6970 872.31
466 BY-466 760702.0160 1449355.7740 852.21
467 BY-467 760527.0960 1449831.3570 859.47
m 468 BY-468 760384.0830 1450331.7530 869.25
469 BY-469 760437.5760 1450831.1410 892.81
o 470 BY-470 760441.0060 1451662.0370 910.48
C /�471 BY-471 760586.2200 1452176.9980 923.15 B Y- 7
i 472 BY-472 759723.7240 1452641.5550 909.16 `I
473 BY-473 758574.6870 1453234.7560 903.47
41 474 BY-474 757674.1020 1453699.6520 889.94 ♦_O
Q' 475 BY-475 756835.0660 1454165.3120 898.98 •
°J E0254 BY15A-254 756001.9000 1454200.2310 904.35 ` \
VO ��
cr
i F
C NA �
cn
BM#63
-o
NOTES:
7
I. PROJECT CONTROL WAS ESTABLISHED USING GNSS,
3 THE GLOBAL NAVIGATION SATELLITE SYSTEM.
2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS
0
Q BEEN COMPILED FROM VARIOUS SOURCES. IF FURTHER
0a
INFORMATION REGARDING PROJECT CONTROL IS NEEDED,
PLEASE CONTACT THE LOCATION AND SURVEYS UNIT, MATCH TO SHEET
di NO RWO2C-04 BY-7 7z
O.00
N00
CL''
OQ.
...
P6-0

o
PROJECT REFERENCE NO. SHEET NO.
� I-3819B 1C-12
MATCH TO SHEET N O RW02 C-02 SURVEY CONTROL SHEET Location and Surveys _
W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
BY10 MATCH TO SHEET NO RWO2C-03
POINT OESC. NORTH EAST ELEVATION
E0379 BY-379 749687.0040 1444751.8760 906.22 B Y-3 A
380 BY-380 750063.4680 1445062.4100 896.61 B Y S-15 I II I ` L�
382 BY 382 750407.8290 1445553.7690 900.91
176 BY 10-176 751086.3600 1446641.4650 879.91 B Y 10-17 8 /- B Y-3 8 3
177 BY10-177 751546.9670 1447354.4270 873.46 C� '/.,
178 8Y10-178 751951.9970 1447919.7550 845.12 1/
383 BY-383 752147.7530 1448289.0210 834.06 II/ /B Y - 9 6
341 BY-341 752189.0550 1448354.4180 830.09
384 BY-384 752450.8440 1448681.8180 805.34 `'i B M# 0 0
385 BY-385 752830.0860 1449736.8860 786.74 NC GRID
386 BY 386 753635.0390 1450826.0510 862.21 NOD 83/95 1141
g M i$81
211 BY108-211 754996.0640 1452783.5480 887.22 \gi
387 BY 387 755474.9520 1453551.0020 896.35 i� g M#g g I B Y N-12
388 BY-388 755664.7030 1453966.9570 892.35
213 BY10A-213 755549.8150 1454505.8220 885.14IIn -
214 8510A-214 755491.1160 1455176.4800 883.93
215 85108-215 755379.8780 1455903.2220 888.48 I i iI
216 BY10A-216 755258.3250 1456548.0090 894.78 I II I B Y-3 4 0
262 856-262 755187.2520 1456767.0340 896.59
217 85108-217 755104.4670 1457293.8330 904.17 i
218 BY10A-218 754991.6530 1458111.0820 908.45 B Y 0- 7 7 li i
\\ I �O I /
BYS- 6 II 1 i
I I II
i BYII-194 r"
1�
BY10 176 I BM#56 1 II ;BYN �G
B Y 74(
1
1` __- Ill BV66 ! BYII193 � BY 338
BYS 7 B1II-192
♦ BY 377 /Il1 -
B Y 1 1-1 9 1 gY33
I I
b,.- BY-384 WI III �� BIV486 BY 33
C> II 11 I •
BM417 I BYN-10
BN#68
BY-378 BY-380 BY11 �-- Iila
POINT DESC. NORTH EAST ELEVATION I mom,
c _
m E0383 85-383 752147.7530 1448289.0210 834.06
m I Ii
J
N /, g IV 4
g 4 196 8511-196 752063.1320 1448197.2750 837.44
71 340 BY 340 751519.2010 1448125.1400 840.53 I II
1 1 -7
N 194 BY11-194 751149.3910 1448039.1830 827.70 ;
193 8511-193 750757.3940 1448099.3350 809.38
m� B Y-3 7 9 192 BY11-192 750567.5810 1448482.6880 789.88 I I I
A, J j
41 �1 191 8511-191 750496.3560 1448924.0370 788.31 B Y S- 87 ` Q
cc 339 BY 339 750531.4490 1449457.2390 810.57 Nt 0
m �� 338 BY-338 750697.0610 1449671.5290 820.62 I /N
337 65-337 750889.7830 1450016.3130 805.09 J
v
BY-381 Cme ° �/ 1
m / I
t/) /
o I III
Fo
U
MATCH TO SHEET N O RW02 C-13
3
NOTES
o I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEI„I,
0
a
2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. IF
a
FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
A
AND SURVEYS UNIT.
o00
000
2'5;
Oa"
..0
o-6-0

PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-13
SURVEY CONTROL SHEET Location and Surveys
MATCH TO SHEET NO RW O2 C-1 2 W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
1,) / III •
/ III � ' �
"tv,. L I :0/7
BY9A 208
I BY5-323
NC GRID
Z I Wii/
NAD 83/S5 N BY3 39II , N v / ;42-i7, g . 5 5
• !\ 7 \ J� I I IB S-19 Q j / �� = \\- 1/
'' \m BY9A-207 ' , >
I /
\ BY2-316 `'' \,T T
' 1 o I , I
4 ('
AII BY3 3 8 BY9-20 w II ;/
BYI 311 \ \ LjJ Itt !.YN-8 SR 2321 // BY8-333
BYI 3 2 BM433 /"\ - _� ��� BROAD ST �'�/
► -- BY9A-206 �ff --i---- - BY9 20� BY8-334
� Eyl6 308 BY9B 246 I I B / 80 i __� -=Eris_ BM#85 / , //
BL-30\ yia III j '1 BY9 2:3 - \_- ��
BY9 205 _
\ �, .E BY9B 247 I I� I '/ N II/ in
l - -A-, BL-309 __ - BL 3 0
,NW rn BY9B-248 \ III\\B1V#93 81 �_ ---BYS 320// BY6-324-- ---
! -EY35�'�� BY7 330
BY -3 3 �L :Y2-3 _\�� --� BY6\25
BYS 20 Ife
BYI 314 O \ ' 1 I I / , BY6A-327
O , � I �I ! qi\p I� ' I /N I iIBYN 7VjB fv#5 7
Q \
_ I III
!' o' ! %� BYBA-328BYBB 329
BY13-167It ��\Q / BY7 331
/� v /
BY20 POINT DESC. NORTH EAST ELEVATION 11 \� Y 4/4)
/_ \\��
El
V,
rl 315 832-315 748517.2310 1445765.3610 854.20 B Y 3- 6 6 Q , B Y 4-3 2 0
7 316 BY2-316 748310.2870 1445879.6300 850.48 1 \ I BYS-2 // ICC
�
N E0308 BL-308 748033.7160 1445930.8890 853.02 II //
a 317 B32-317 747626.8390 1446134.6200 840.81
O iI // //:Y7 332
I �''� //
41
7BY21
POINT DESC. NORTH EAST ELEVATION BY13-1651,;It''
J III// BYNE I - �319 BY3-319 748581.5500 1446429.5580 852.80 B Y 3 4 5 /,/N //
v E0318 BY3-318 748219.6910 1446473.7710 850.56 i ,
A //
BY22 BM#36I Q I / BY-346
NPOINT DESC. NORTH EAST ELEVATION W Ill
B fv#5 8
v 208 BY9A-208 748893.7740 1447165.5790 824.76
BY 343 IIBY 3�2 /
�„ 207 BY9A-207 748416.9660 1447103.0230 846.10 I /�
Fi E6206 BY9-206 748116.4020 1447090.3890 838.16 I II I�
BY 344 NOTESo
BY23 I I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEIiI
POINT DESC. NORTH EAST ELEVATION ---_____
o
aQ E0246 BY9B 246 748063.5410 1447333.1090 826.22 I BYS 22 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. IF
247 6396-247 747893.6560 1447262.1370 805.12 B Y 1 3-1 6 3
i 248 BY9B-248 747761.3770 1446936.5340 823.03 I I
FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
j 'I ' AAND SURVEYS UNIT.
MATCH TO SHEET NO RW02C-14 BN#92 40
I , , BYN-5
P U-c,

PROJECT REFERENCE NO. SHEET NO.
I-3819B 1C-14
SURVEY CONTROL SHEET Location and Surveys
MATCH TO SHEET NO RWO2C-13 W/EXISTING CENTERLINE ALIGNMENTS PRIOR TO CONSTRUCTION
i
B M 4 92I I BY4
IL
POINT DESC. NORTH EAST ELEVATION
U507 BL-7 756535.1980 1443700.4460 835.15
126 874-126 756140.7380 1443800.4920 837.52
il
1 Z i U502 U5799-2 755966.4190 1443843.7640 836.88
Ii II I}- ii 127 0Y4-127 755678.7580 1443915.2330 824.81
437 BY-437 755384.3740 1443887.1860 810.28
BY24 I 371 88-371 754659.1790 1443915.7220 796.30
POINT DESC. NORTH EAST ELEVATIONII i (� 370 BY-370 754192.6310 1443802.1540 801.18
ii B Y-2 7 J 370 BY 370 754192.6310 1443802.1540 801.18
E0205 BY9-205 747924.3190 1449087.9590 868.88 i 132 BY4-132 753455.1120 1443668.0300 UNKNOWN
320 BY4-320 747561.9720 1449200.0210 874.21 I II I II 389 BY-389 752709.7900 1443643.8540 809.74
321 BY4 321 746656.1100 1448872.6450 885.32 i 135 BY4 135 752243.4640 1443799.6780 829.31
345 BY-345 746179.9250 1448705.9420 885.40 i. ' ii 1 I 377 BY-377 750460.1780 1444669.1200 886.05
346 BY-346 746037.8280 1449106.8930 873.74 378 BY-378 749906.2990 1444633.1110 902.81
332 BY7-332 746541.4660 1449235.0780 893.36 I II I I 379 BY-379 749687.0040 1444751.8760 906.22
331 BY7-331 747008.5620 1449412.9170 885.49 ' 'I ' 381 BY-381 749332.7680 1445012.4030 896.60
330 8Y7-330 747513.7910 1449583.4700 886.14 II 311 BY1-311 748278.9630 1445356.7620 875.56
327 BY6A-327 747369.6650 1449924.5950 883.72 I 312 671-312 748125.3210 1445453.8310 875.08
lil
329 BY6B-329 747062.1200 1449997.6710 886.70 I Ii I E0307 BL-307 747794.9180 1445528.5940 879.37
NC GRID313 BY1-313 747607.1600 445644.6570 878.49
IIU ND 83/9J314 BY1-314 747376.9710 1445689.4470 861.97
BY25Il/i /C
II
POINT DESC. NORTH EAST ELEVATION
11BYN-Z BY9
E0337 BY-337 750889.7830 1450016.3130 805.09 1 POINT DESC. NORTH EAST ELEVATION
336 8Y-336 750440.7680 1450054.2860 839.44 I
iI
335 BY-335 749923.6930 1450050.8390 851.56 ' i 307 BL-307 747794.9180 1445528.5940 879.37
322 BY5-322 749449.5160 1449936.2270 848.51 308 BL-308 748033.7160 1445930.8890 853.02
Z I II 318 BY3-318 748219.6910 1446473.7710 850.56
323 BY5-323 7486750 .2650 1449759.9270 865.9148 i I
71 E0309 BL-309 747798.3760 1449451.8920 876.36 201 889-201 748219.7820 1446745.0630 855.97
I II I B Y L -2 7 8 206 889-206 748116.4020 1447090.3890 838.16
246 8Y9B-246 748063.5410 1447333.1090 826.22
i 202 889-202 748051.6090 1447541.2390 824.37
203 689-203 747967.6940 1448173.3490 824.29
8826 204 889-204 747995.1500 1448629.4440 847.74
POINT DESC. NORTH EAST ELEVATION i i 205 BY9-205 747924.3190 1449087.9590 868.88
I II lit 309 6L-309 747798.3760 1449451.8920 876.36
333 8Y8-333 748183.2490 1450425.1120 889.20 L 310 BL-310 747750.0050 1450379.4530 394.93
334 888-334 748007.6340 1450357.5940 890.59
E0310 BL-310 747750.0050 1450379.4530 894.93 I1 1 I r
325 BY6-325 747498.4640 1450290.9260 884.95 ii 1 L
324 BY6-324 747632.8100 1449929.3870 886.53 B Y S_2 n BY12
E0327 BY6A-327 747369.6650 1449924.5950 883.72 L� `Y POINT DESC. NORTH EAST ELEVATION
328 BY6A-328 747096.7520 1449872.8320 890.90
1 0
II I # GPS90 I I33819-9 742229.52210 14468440 01.22200 934.1120 6
II B v 8 4 266 8812-266 742151.2440 1447208.8420 937.64
I 267 8812-267 742082.0130 1447623.5860 936.61
BY\l-3 I 1I1 L m 268 8812-268 742016.6120 1447950.5920 932.46
II 1
I
,�\ B Y I 4-2 7 7
BY13
POINT DESC. NORTH EAST ELEVATION
167 8813-167 746884.3480 1447158.1130 822.25
I 166 8813-166 746701.0570 1447254.4230 843.40
165 BY13-165 746323.1820 1447179.5020 869.47
of i \�\ 343 8Y-343 745998.4170 1447179.3300 839.34
iI I
344 BY-344 745822.7290 1447132.7480 844.36
I/rI i
III 163 6813-163 745737.3660 1447027.9050 831.28
0
N
i /
41 // it II BY14 POINT DESC. NORTH EAST ELEVATION
m /i B Y 4-2 7 6 279 BY-279 745094.4800 1447581.7600 878.57
cr
c' B Y ♦2 5 278 8Y14-278 744145.6700 1447433.3690 891.29
277 BY14-277 743329.0200 1447376.3870 919.90
v 4,
276 BY14-276 742649.1300 1447770.4050 938.31
m E0267 6Y12-267 742082.0130 1447623.5860 936.61
Bfv#59 BYNI-2
-om
I 3 8 I 9-9 ni
13819 0 ' NOTES
3
B Y 12-2 6 7 I. PROJECT CONTROL WAS ESTABLISHED USING GNSS, THE GLOBAL NAVIGATION SATELLITE SYSTEH
0
BY12 266
7 ♦ 2. THE SURVEY CONTROL DATA FOR THIS PROJECT HAS BEEN COMPILED FROM VARIOUS SOURCES. Ir
a B lv itB Y 2 2 6 8 7 9 m ♦ FURTHER INFORMATION REGARDING PROJECT CONTROL IS NEEDED, PLEASE CONTACT THE LOCATION
3
B Y S 26 •B Y N BN#gL AND SURVEYS UNIT.
o00
000
OQ.
..a
V 0-O

`` I LANE PROJECT REFERENCE NO.38/98 SHEET NO.
2A-1
R/W SHEET NO.
ROADWAY DESIGN PAVEMENT DESIGN
PAVEMENT SCHEDULE ENGINEER ENGINEER
Al 14" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITH DOWELS) R1 1'-6" CONCRETE CURB AND GUTTER.
A2 111/2" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITH DOWELS) R2 2'-6" CONCRETE CURB AND GUTTER.
A3 13" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITH DOWELS) R3 5" MONOLITHIC CONCRETE ISLAND (KEYED IN). DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
A4 14" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITHOUT DOWELS) R4 PROPOSED SHOULDER BERM GUTTER.
PROP. APPROX. %" OPEN-GRADED ASPHALT FRICTION COURSE,
B TYPE FC-1 MODIFIED, AT AN AVERAGE RATE OF 90 LBS. PER SQ. YD. R5 CONCRETE EXPRESSWAY GUTTER.
EXTENDED 1-FT. BEYOND EDGE OF TRAVEL LANE
Cl PROP. APPROX. 114" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, R6 SINGLE FACED CONCRETE BARRIER.
AT AN AVERAGE RATE OF 138 LBS. PER SQ. YD.
C2 PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5D, R7 CONCRETE MEDIAN BARRIER (T, T1, T2)
AT AN AVERAGE RATE OF 336 LBS. PER SQ. YD.
C3 PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, R8 CONCRETE MEDIAN BARRIER (TYPE III/IV)
AT AN AVERAGE RATE OF 330 LBS. PER SQ. YD.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B
C4 AT AN AVERAGE RATE OF 110 LBS. PER SO. YD. PER 1 DEPTH. TO BE S 4" CONCRETE SIDEWALK.
PLACED IN LAYERS AT A MINIMUM LIFT OF 1" NOT TO EXCEED 2" IN DEPTH.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE TYPE S9.5D,
C5 BE PLACEDR INE LAYERSRATEOATFI Al2MINIMUME LIFTT OF01.5"R NOT TOP EXCEED T EARTH MATERIAL.
2" IN DEPTH.
PROP. 1.5" DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5D,
C6 AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. U EXISTING PAVEMENT.
D1 PROP. APPROX. 3" ASPHALT CONCRETE INTERMEDIATE COURSE, V MILLING BITUMINUOS PAVEMENT (DEPTH VARIES)
TYPE I19.00, AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
D2 PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE, yiJ TYPE I19.00, AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD. VARIABLE DEPTH ASPHALT PAVEMENT (SEE STANDARD WEDGING DETAILS)
D3 PROP. APPROX. 21, " ASPHALT CONCRETE INTERMEDIATE COURSE, ( MILLED RUMBLE STRIPS
TYPE I19.00, AT AN AVERAGE RATE OF 285 LBS. PER SQ. YD.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE,
D4 TYPE I19.0C, AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1"
DEPTH, TO BE PLACED IN LAYERS AT A MINIMUM LIFT OF 21,9" NOT TO EXCEED
4" IN DEPTH.
El PROP. APPROX. 3" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C,
AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
E2 PROP. APPROX. 4" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C,
AT AN AVERAGE RATE OF 456 LBS. PER SO. YD.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE B25.0C,
E3 AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO BE PLACED
IN LAYERS AT A MINIMUM LIFT OF 3" NOT TO EXCEED 5 1/2" IN DEPTH.
PROP. APPROX. 12.5" ASPHALT CONCRETE BASE COURSE, TYPE B25.00,
E4 AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO BE PLACED
IN LAYERS AT A MININUM LIFT OF 3" NOT TO EXCEED 5 1/2" IN DEPTH.
C PROP. APPROX. 13.5" ASPHALT CONCRETE BASE COURSE, TYPE B25.00,
E5 AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO BE PLACED
• IN LAYERS AT A MININUM LIFT OF 3" NOT TO EXCEED 5 1/2" IN DEPTH.
C
N
C-
Gl PROP. 8" CEMENT TREATED BASE COURSE.
Jl PROP. 6" AGGREGATE BASE COURSE.
UT
r1 J2 PROP. 8" AGGREGATE BASE COURSE.
co
J3 PROP. VAR. DEPTH AGGREGATE BASE COURSE.
N
m
J4 PROP. 6" #57 STONE
co
-o
m Kl 12" TYPE 1 AGGREGATE SUBGRADE.
C
Nl NON-WOVEN GEOTEXTILE DRAINAGE LAYER
C
U4V
PRIME COAT.
0 3m P1 AT AVERAGE RATE OF 0.35 GAL. PER SQ. YD.
Na
-03
V LO
N00
lD/0_

REFERENC
Al 14" PCCP (JOINTED ) LANE PROJECT 38/9BE NO. 2EAET r2NO.
WITH DOWELS) `` I
14" PCCP (JOINTED SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS c_ -L- RN✓ SHEET NO.
A4 WITHOUT DOWELS) ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
Cl 114" S9.5B 48'
El 3" B25.0C
CL -LCDWB- 24'MEDIAN Q -LCDEB-
K1 12" TYPE 1 . Iv-
NON-WOVEN
N1 GEOTEXTILE
DRAINAGE LAYER 14' 12' 12' 10' 12' 12' 12' 12' 12' 12' 12' 12' 12' 12' 2' 10' 12' 12' 14' 18' 6' 10'
R7
'�CONCRETE MEDIAN '
BARRIER ' 17'WGR H
I, II r\ r\
I Z C1)
is
T EARTH MATERIAL I I I II II r r O
114 ' 114 IIr %r 9' t I !1 a 0 DOCUMENT NOT CONSIDERED FINAL
U EX PAVEMENT r r i r I I 1 I w ce UNLESS ALL SIGNATURES COMPLETED
\ \r \r \r ® J J 12' ► 1D' 12' 2 O
t t z
Y STRIPSMILLED RUMBLE
LL
11' 11'
PS PS FDPS FDPS FDPS
GRADE 111
POINT O? 0 0 al POINT O 0 me PO ADE 0 0 0vir ^ = =IIIIIIIIIIII
2% 012% I 4% 4% 2% 4%
_ ---- IIII=IIIIIIIIIIII
r
\ f�� VAR _
6 Al 11111IIIII1=IIIIII
\' %i ® e • SHOULDE'
/i 18.25",�® \ DRAIN -IIII-IIIIIIIIIIII
z
,� 18.25" Co SHOULDER SHOULDE' Nl 2
U U e® DRAIN e® DRAIN Kl H •'
15.25" ® O J =1111111111IIIIII
CL L
GRADE TO THIS LINE GRADE TO THIS LINE LU 0
zu_
= 30'
TYPICAL SECTION NO. A-1
—L— 1-40
—L— STA. 93+40.14 TO 114+82.99
Q -L-
48' _
%YRB- Q -LCDWB- 24'MEDIAN Ct -LCDEB-
14' 12' 12' 12' 10' 2' 12' 12' 12' 12' 12' 12' 12' 12' 12' 12' 2' 10' 12' 12' 14' 18' 6' 10'
. _ . . . _ . _
I,r I, `T r .1,1 I r ► . ► ir\
t /\
III�\ ► . ► 17'W GR
li ?Iirt � 1il �I li 7WOZH
UFOJ
' = L`10 11' 11 12 10 12'
• ►
FDPS
PS PS FDPS FDPS FDPS1
GRADE GRADE0 GRADE A4 GRADE • '� 0 IIIIIIIIIIII-IIIIII
POINT A4 POINT Om mO POINT O ®o POINT
C .� 2% 4% _ %• 4% 1-4% z% 4%/0 4%v 2% o ��
�- •_ --r----- ------ 4/0 IIII IIIIII-IIIIII
�\ - o L �_ �M �A VAR
a �i ---- �` `�^� - --.■ .-.: -w... ....,_r..-... - - - - :. 64� A'. IIII IIIIII IIIIII
°- - ■v ® SHOULDER
/ // - / El __-•_- ® ® DRAIN GqR
IIIIIIIIIIIIIIII
�� ��///// U 18.25h Cl Kl 18.25". �® SHOULDER 18.25'4 SHOULDER N1C1 2•7
/ O SHOULDERDRAIN
/ DRAIN ® ® I-
/ Z co
15.25" O -111111111111-11V11
N CL LT_
0- GRADE TO THIS LINE GRADE TO THIS LINE GRADE TO THIS LINE coW 0
cs, z u_
a = 30'
N M.
m
TYPICAL SECTION NO. A-2
E.
10
CO —L— 1-40
—L— STA. 114+82.99 TO 118+79.81
c
Y
U
/
-.
o,°m NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
O 3U
tV a-.
�-03
P Ld
N00
\/CC
lD/a

C
Al 14" PCCP (JOINTED ) LANE PROJECT 3Sl9BE NO. SHEET N30.
WITH DOWELS) `` I SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS CL -L- R/W SHEET NO.
A4 14" PCCP (JOINTED
WITHOUT DOWELS) ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER
114" S9.5B 48' ENGINEER
K1 12" TYPE 1
NON-WOVEN q -LCDWB- 24'MEDIAN Q. -LCDEB-
N1 GEOTEXTILE -
DRAINAGE LAYER
CONCRETE MEDIAN
'" BARRIER 10' 6' _ 18' 14' VARI ES1 10' 2' 12' 12' 12' 12' 12' 12' 12' 12' 12' 12' 2' 10' 12' 12' _ 14' 18' 6' 10'
T EARTH MATERIAL ` 17'WGR 12'-16 17'WGR r
MILLED RUMBLE Z U
O~
STRIPS Z F W U DOCUMENT NOT CONSIDERED FINAL
Y ZAt t t t t a U / / I / R7 Z UNLESS ALL SIGNATURES COMPLETED
O i. 12' 10' 12' O 12' 10' 12' _ u`
p �► 11' 11' �► �► -4 P.
LL FDPS FDPS FDPS PS PS FDPS FDPS FDPS
HA 1111IIIIII GRADE GRADE GRADE —
O POINT 0 O Al ?Deo Y A4 GRADE Al O =11111=IIIIII-IIIIII
c,, POINT POINT . O POINT T
IIIIII-IIIIII—IIII= 44% 2% 41111111111111111
% A 4L% 2%1 2% 2%° 4%B 4% 2% 2% 2% 4% j4%y 2% 1 I 4i%
IIIIII-IIIIII11111 VAR 47 6'�■ ..- _ •:. _3x "r--.Yu .� >»_. _ .�s-:.� _ ° ° , .._..,>.._0.�._..� , _._.._...ti_.. Q7 p_1 VAR luu Iluu=11m1
IIIIII=IIIIII11111= SHOULDER CO \ / \ SHOULDER
DRAIN
DRAIN =IIIIIIIIIIIIIIII
�,, 15.25" SHOULDER
Kl 15.25"0 Cl SHOULDER ® 15.25 SHOULDER Nl Cl 27
® ® DRAIN
Z Kl
J F
IIIIII=IIIIII-IIII= a 15.25" p =(IIIIIIIIII=IIIIII
w � av=
° GRADE TO THIS LINE GRADE TO THIS LINE z o
2
30' TYPICAL SECTION NO. A-3 =. 30' .
-L- 1-40
-L- STA. 118+79.81 TO STA 128+50.00
-L-
24'MEDIAN Q -LCDEB-
10' 6' 18' 14' 0-12' 12' 12' 12' 12' 12' 12' 12' 12' 12' 12' 2' 10' 12' 12' _ 14' _ 18' 6' 10'
17'WGR 17'WGR I-
Z F
O
Z_U / t t t t t a U
O 15 MJ
D-O • Z O
zo 12' 11' 11' 12' 10'� 12' = L`
_ " FDPS PS PS FDPS FDPS FDPS
IIIIIIIIIIIIIIII= GRADE GRADE GRADE =_IIII—IIIIII=IIIIII
A4 O� Al POINT O �O POINT m O m �A4 POINT A4
L ' 4% 2% 2% 2% I 2% 2% 4% 4%1 2% 2% 2% 4% 4°/o 2% o
c MIN IIIIII=IIII— 4/o 0
m — VAR �� _ �.�� ��d L' ° ° � 1 VAR IIII IIIIII IIIIII
IIIIII IIIIII=IIII— 4'7 �'.-�..-m.-.�••�._la- =:-a-, - - �.-,..,.,_..v.,.rr=._w_... .._3_R. v-:.-_T_ _ ...� _
-� �' - Q A� IIII=IIIIII-IIIIII
N O \
a Y
", IIIIII=IIIIII—IIII= 15.25° SHDRAINER IIIIIIIIIIIIIIII
-0ER 15.25" SHOULDE' 2
°.' R-A• DRAIN F ® l ®C SHOULDER Nl e® DRAIN Nl� '7
Cco ZDRAIN
co H
7 IIIIII-IIIIII11111- J Z W
- O .11111111111111
m o L` - GRADE TO THIS LINE GRADE TO THIS LINE 15.25" a
LT
co U' W
Z OLL O O
= Z U-
N - 30' _ 30'
m
N
10 TYPICAL SECTION NO. A-4
-L- 1-40
0 -L- STA. 128+50.00 TO STA 134+10.00
-L- STA. 145+60.07 TO BRIDGE STA 148+56.05
-L- BRIDGE STA. 150+16.30 TO STA 175+41.24
-.
o,°m NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
0 3U
(A 0,
\-03
N 130
,,,,,CC
lD/0_

`` N I ) LANE PROJECT
Al 14^ PCCP (JOINTED SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS REFERENCE 38/98 NO. SHEET NO.2A-4
WITH DOWELS)
A4 14" PCCP (JOINTED R'W SHEET NO.
WITHOUT DOWELS) ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
C1 11/4" S9.5B
C2 3" S9.5D -L
D1 3" I19.0C
-L_WB- VARIES 48'-60' Q -L_EB-
E4 12.5" B25.00 ►
I
K1 12" TYPE 1 Q -LCDEB-
NON-WOVEN
N1 GEOTEXTILE
DRAINAGE LAYER DOCUMENT NOT CONSIDERED FINAL
10' 6' 18' 14' 12' 12' 12' 12' MEDIAN VARIES 12' 12' 12' 12' 2' 10' 12' 12' VARIES 17'W/GR 18' 6' 10'
P1 PRIME COAT -. _ '0'12r - - ► UNLESS ALL SIGNATURES COMPLETED
17'WGR 24'-38' H
R7 Cr)CONCRETE MEDIAN I Z f
BARRIER H O(—
z CO VARIES a U
T EARTH MATERIAL 5 2-14, w
Y MILLED RUMBLE W U VARIE ARIES z_
STRIPS Z 0 12' 11'MIN 11'MIN. 12' 10' 14' _
ILL FDPS1 FDPS FDPS FDPS FDPS FDPS
I -111111RIIII_ 0 GRADE O GRADE
A4Q`� POINT QY e POINT 40 O A4 GRADEIN Al TO ^ -1111IIIIIIIIIIII
IUIII=IIIIII 11111= 4% 2/0 2/0 1 Q/ I Q/° ?/0 4°� t
� 2% 2% °/ IIIIII=('IIIIII
V o 00 00 0 IMMIN 4� �� IIIIII
IIIIIIuuu Ilu—AR 4'7 6�;. ,.,��.�- _ _-'-'_ - 'x _ _ �. .__�_�. _ _� ,.� r_.�� ! _ ���� 67 p_1 VAR uu hull=lnm
.v41441•P
IIIIII1111111111- ® O 15.25" \ va) SHOULD R 1111—IIIIII-IIIIII
SHOULDER 15.25" SHOULDER
DRAIN DRAIN SHOULDE- 2.
W \/ .N Z A CI
� CI
0 0 0 0DRAIN ® ® C� •7
O El 1—
IIIIII=IIIIIIIIIIII= D_ LT_ 1525" O 11111IIIIIIIIIIII
�ce — GRADE TO THIS LINE GRADE TO THIS LINE . a LT_= O °O
z_ u_
30' = 30'
TYPICAL SECTION NO. A-5
—L— 1-40
—L— STA. 134+10.00 TO BRIDGE STA 139+24.47
—L— BRIDGE STA. 140+39.33 TO STA 145+60.07
CL -L-
48'
VARIES VARIES
10' 6' 18' 14' _ 12' 12' 12' 12' 12' 24'MEDIAN 12' 12' 12' 0'-12' 0'-12' 14' 18' 6' 10'
ti . _ __ _ _ _ . . . . ►
17'WGR 17'WGR H
/ 11( / / _ 12' 12' _ z�
O
Z W U
av 0 t t t t t Zo
0 12' ► 11' ► 12 =
FDPS PS PS FDPS 1
IIIIII=IIIIII=IIIIIIe= 0 Al GRADEPOINT O O POINT Al GRADE Y 1 CD ==uuI—IIIIII-1uul
-a y 2, 4% 2% 2% 2% 2% 2% 4% 4% 2% 2% 2% 4% 'LA
IIIIII 111111=u11= 1 1111 IIIIIIIIIIII
v
NIIIIII IIIIII1II11 VAR 1 6. _ o..,;...,a. -._._. .._ .- ►_� ._....,3.Es. ... D-..-► -- _--.. ,.- .--.D>. .._; .-_,L,,_�`7 Q1 VAR0011101.. ulll IIIIII=IIIIII
-o IIIIII=IIIIII1111- ® .4111111114, 11111—IIIIIIIIIIII
SHO LDER K� 15.25" 15.25" C� SHOULDER O
0- DRAIN SHOULDER DRAIN •7
�L•
° F Cl DRAW Kl CD/ \Y V Z(n F
J
El z to
m IN IIIIIIIIIIII= Oa U O J =IIIu1uNlnull
co
GRADE TO THIS LINE a Li
w
zO° 0K
a I z O
m 30' = 30'
N
m
7 TYPICAL SECTION NO. A-6
—L— 1-40
—L— STA. 175+41.24 TO 178+50.00
U
/
m H
°,°m NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
0\3u
-0p3
PLd
NOQ
\/CL
lD/o_

`` I LANE PROJECT 38/9B NO. SHEET NO.
B OGFC 1-38/98 2A-5
SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS
SHEET NO.
C2 3" 89.5D RN✓
ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
D1 3" I19.0C
E2 4" B25.00 Q -Y_S-
-Y N-
G1 8" CTB —
K1 12" TYPE 1
48' 0-24"
RS
N.SINGLE FACED
CONCRETE BARRIER VARIES VARIES I VARIES VARIES
R7 CONCRETE MEDIAN 10' 6' 18' 14' 0'-12' 0'-12' 12' 12' 12' 24'MEDIAN 12' 12' 12' 0'-12' 0'-12' 14' 18' 6' 10' ►
BARRIER
17'WGR 1 17'WGR z DOCUMENT NOT CONSIDERED FINAL
T EARTH MATERIAL I— 12' �, 12' O? UNLESS ALL SIGNATURES COMPLETED
MILLED RUMBLE Z CO a U
Y STRIPS D_ U. occ
U Z LL
12' 11' 11' 12
ZCD OLL FDPS -.PS 1 r PS FDPS y= /_
IIIIII111111-1111—_ 0 GRADE
POINT POINT C2 0 O GRADE Y* 01111IIIIII-IIIIII
C2
27 0 2% 2% 2% o 0 2% 2% . __ ti•
IIIIII IIIIII1111= 0 4/0 4/ 4�0 1 4% =1111 IIIIIIIIIIII
1/AR v:_u_ti t_._r. - G O VAR
111111 111111=11111= -■ '"• -
111% 4•/ 6'. - ■'•"` - 1 1111 IIIIII IIIIII
IIIIII=IIIIII11I11_ �.12" Dl E2 . ® ® Dl 12" =11111IIIIII111111
SHOULDER DRAIN SHOULDER SHOULDER 27
1;^ H (IF REQ.) 18.75' DRAIN 18.75" DRAIN
•
Z J (IF REQ.) (IF REQ.) H \/
IIIIII=111111=1111= a LL O J01111IIIIII 111111
w cc GRADE TO THIS LINE a LT
z° itiiX
30' TYPICAL SECTION NO. A-7 = " 30'
—Y— 1-77
—Y_S— STA. 111 +00.00 TO BRIDGE STA. 120+24.50
—Y_S— BRIDGE STA. 122+17.56 TO 129+98.98
—Y_N— STA. 151+13.82 TO 175+00.00
Q -Y_N-
c_ -Y_LT- I Q -Y_RT-
VARIES 56'-70'
MEDIAN VARIES
V ►
32'-46'
10' 6' 18' 14' 12' 12' 12' 11' VARIES 11' _ 12' _ 12' 12' 17'WGR 18' 6' 10'
17'WGR 10'-24' z
co
O~
z IG o U
Oj / / / 11' 11' CW70
tW7 12' FDPS FDPS ' 14' ► = O
y =O 1' I I _1' FDPS
FDPS f
IIIIII11111= m C2 GRADE O E 0 POINT Y* 0 -1111IIIIIIIIIIII
POINT
27 4% 2% 2% F2%o 114% VARIES 4% 2% 2% 2% 4°/ 1,.
IIIIII IIIIII=1111 VA 0 � ` __ __ r�rr..--jrrrrrrrr�l r- _ VAR_Ilu a 1111=a 11 u
IIIIIIIIIIII1111= R 4'7 6:�..: - - --�-..: m __v-■•=�---' '-- "y .�-. ■ _. "'\—.7 A1 ,. =IIII IIIIIIIIIIII
6:1 6,� s„III
c IIIIII111111-1111—_ vir
12"
-0 1 HOULDER 18.75' 18.75" 12" =1111IIIIII-IIIIII
Gl CONC.DITCH Gl
Iri DRAIN Dl SHOULDER PAVEMENT SHOULDER D� K� ,2•7
a V DRAIN
4-� FO(Iz F REQ.) O EZ Kl (IF REQ.) (IF REQ.) O® SHOULD R z
IIIIII=IIIIII_IIIIII- co
(IF REQ.) _ —11111IIIIII—IIIIII
a i GRADE TO THIS LINE O_, —
m w D_ GRADE TO THIS LINE D_ L_
c x O Z O
30' 30'
w
N TYPICAL SECTION NO. A-8
7
co
—Y— 1-77
—Y_LT— STA. 329+93.79 TO BRIDGE STA 341 +01.59
co
—Y LT— BRIDGE STA. 343+54.59 TO —Y N— STA. 149+32.32 BRIDGE
Y
U
NN.
�N
o,°m NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
b 0, `INSIDE EDGE OF MILLED RUMBLE STRIP SHALL BE 4"OFF O.G.F.C.
-...-03
P
N 00 CD
\/CC
lD/0_

`` I LANEPROJECTEFERENCE NO.
A2 111‘ " PCCP SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS 1-38/98R 2A-6SHEETNO.
A3 13" PCCP R/W SHEET NO.
ROADWAY DESIGN PAVEMENT DESIGN
Cl 11/4" S9.5B ENGINEER ENGINEER
El 3" 1325.00
E2 4" B25.00
g -YRPAC-,-YRPCA,-YRPBD-,-YRPC-,-YRPD-
E3 B25.00 VARIES
K1 12" TYPE 1
NON-WOVEN 10' 6' 18' 12' 12' 12' 14' 18' 6' 10' Q. -YRPDB-
N1 GEOTE%TILE .- .
DRAINAGE LAYER INSIDE OUTSIDE 1- DOCUMENT NOT CONSIDERED FINAL
R2 2'-6" C & G 1- 17'WGR 5 co
F UNLESS ALL SIGNATURES COMPLETED
SINGLE FACED Z CO a U
RB CONCRETE BARRIER O Is w _ 10' 6' 18' 12' 12' 12' 14' 18' 6' 10'
RE TYPE III/IV BARRIER W U Z u_ INSIDE OUTSIDE 1-
►
0 4' 4' _ = 17'WGR z H
T EARTH MATERIAL I .I Jr z O FDPS FDPS Z_CO a U
Iu111IIIIII11II111_ — O Is w O
Q GRADE =11111IIIIII=IIIIII a U z
`-7 POINT . cw7 oa �f 4 =w
IIIIIIIIIIIIIIII V 4% 2% 2°/a 2% 2% 8% —11111IIIIIIIIIIII —• = w FDPS FDPS
qR� J u1111=IIIIIIIIII
4• 6:1 VAR — O -IIII IIIIII=IIIIII
IIIIIIIIIIII11111= 1 . > , - 6"1 p.1 A3 GRADE
6;1 ._:r_:.••,£ �,, —IIII=IIIIII-IIIIII ?7 POINT ,L'�
IIIIIIIIIIII11111= �PQ` IIIIIIIIIIIIIIII= 4% 2�/0 2% 2% 2%$% —IIIIIIIII•
I IIIIII
O ' _ = IIIIIIIIIIII Vq -
2, n2.75�2, IIIIIIIIIIII—IIII- R 4"1 6.1 ® 6• 1 VAR
,� 2� `I/ 6.1 ,._.— :.,i�-1111 �.'. =11111IIIIIIIIIIII
\/ ti Z El 1' Nl Cl 1' _ �r =1u11uu11uu
® IIIIII=IIIIII=lulls O III _ \ I III O IIIIIIIIIIII=IIII= O Z to — . . .
a LT_ J =11111IIIIIIIIIIII 2, n14.25' 2,
Ow a —GRADETO a L� 27
z O THIS LINE w ti
30' = L` USE TYPICAL SECTION NO.A-9 IIIIII=IIIIII11111= a d z co
► 30' Ir_ O J -IIIIIIIIIIIIIIII
-YRPAC- STA.15+15.10 TO BRIDGE STA.27+50.00 0 Occ —GRADETO a L
-YRPAC- BRIDGE STA.28+75.00 TO BRIDGE STA.38+55.25 z w THIS LINE 0w 0
-YRPAC- BRIDGE STA.43+20.00 TO BRIDGE 46+33.25 = z
TYPICAL SECTION NO. A-9 -YRPAC- BRIDGE STA.47+78.80 TO BRIDGE 56+72.08 30' _� 30' ►
-YRPAC- BRIDGE STA.79+60.58 TO 83+97.90
-YRPAC- RAMP AC -YRPCA- BRIDGE STA.41+03.25 TO 75+34.94
-YRPCA- RAMP CA -YRPC- STA.15+86.14 TO STA 26+70.50 TYPICAL SECTION NO. A-10
-YRPD- STA.13+50.01 TO STA 32+16.40
-YRPC- RAMP C -YRPDB- RAMP DB
-YRPD- RAMP D -YRPDB- STA. 17+87.27 TO 52+20.68
Q -YRPA-
c_ -YLPC-
10' 6' 18' 12' 4' 12' 14' 18' 6' 10'
CL -YRPDB- 14' ,2' 12' , 6' , 12' __ 18' ,6' , 10' ,
c_ -YRPCA- 17'WGR Z
Z
z coO Isow
a i( w V
14' =IIIIII__, 12' _ 12' - VAR. 2' 12' 12' ._ 12' 6.5 w U 4' 4' z Ow z O
FDPS FDPS FDPS 2'-6" 4 = w
0 �
z a FDPS GRADE FDPS ( C&G
GRADE FDPS
POINT
11111II
Atk At At At -'711 IIIIIIIIIIIIIIII _ IIII IIIIII=IIIIII-1 ul— POINT
0 © Q IIIIIIIIIIIIIIII
a Q� R$ IIIIII y IIIIII=IIII Vq 4% 2%2%D 2% 2%8% —11111IIIIII=1111u t
2% 2%2% 4%— �POINT1 11 6% 6% 6/0 2/o W IIIIII=IIIIII=IIII- IIII ®III ► III W1111IIIIIIIIIIII
mI6% 6% 2% K ► =IIII=IIIIII-IIIIII
m F 6% . 2 2,
ms�._.n-:ram._�•r ® ti ► 12.75" 1
Cloo
11111111111111111= w LL GRADE TO a�_ — J IIIIIIIIIIIIIIII
0 ® aJ Kl z � —11111IIIIIIIIIIII ® ®1� zuJ
a CD Cl ® ® O O p THIS LINE w I` GRADE TO a L_
N SHOULDER DRAIN z w C2 a w
co —SHOULDER DRAIN 2 z_ THIS LINE Z O
30' 30' x w 30'
co In ►
TYPICAL SECTION DETAIL NO. A-9 & A-10
-YRPCA- WITH -YRPDB- UNDER -L- TYPICAL SECTION NO. A-11 TYPICAL SECTION NO. A-12
Y
-YRPA- RAMP A -YLPC- LOOP C
-YRPA- STA. 13+20.38 TO 26+12.05 -YLPC- STA. 13+25.31 TO 23+94.45
°,°m NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
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\/CC
lD/0_

`` I LANE PROJECT REFERENCE NO.I—38/98 SHEET NO.
2A-7
SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS RN✓ SHEET NO.
A3 13" PCCP
ROADWAY DESIGN PAVEMENT DESIGN
Cl lie 89.5B ENGINEER ENGINEER
4'
C2 3" S9.5D 10' 6' 18' 12' i 12' 14' 18' 6' 10'
D1 3" I19.0C 17' I-
Z
W/GR co
I- O co
D2 4" I19.0C Z CO a U
O~ w W
El 3" 825.00 0-U
4 4 CC =O
E2 a" 825.00 Z° PS GRADE pSI NT ``I// DOCUMENT NOT CONSIDERED FINAL
G1 8" CTB IIIIII-IIIIII=11111 POIC3 1111IIIIII y IIIIII UNLESS ALL SIGNATURES COMPLETED
K1 12" TYPE 1 N?; r\
NON-WOVEN
N1 DRAINAGILE IIIIIIIIIIII= - 4% 2%2% 2% 2%8% = IIIIII=IIIIII
DRAINAGE LAYER - -� _ -
T EARTH MATERIAL „1„1=„1„1-11111-_ 4'J 6 =A
VAR 1 VAR
iV �1 d1 IIIIIIIIIIIIIIIII
_1111111111111�IIr O12",� ® —I 12 =IIIIII-IIIIII-IIIIII
18 ?'—s 7
1,A• ~ 0 Z J IIIIII=IIIIII11111= o_ LT ® H O DI —III,=IIIIIIIIIIII
w D_ -GRADE TO D- Li
THIS LINE 0CC
z_°
LL
30' = 30'
TYPICAL SECTION NO. A-13
-YRPB- RAMP B
-YRPB- STA. 14+62.00 TO 15+03.54
CL -YRPB-
CL -YRPDB-
14' EXIST. EXIST. EXIST.
10' 6' 18' 14' 12' 12' EXIST.
��9Q� INSIDE 12'MIN.
2j ,s1 7'WG i t
zu
CONC.DRAINAGE DITC "-JA 5 IS
w � 4' XIST.
RET.WALL GRADE z O FDPS
POINT
// 1„1„ II=IIII ,1,1 GRADE
IST.%EX. EX. EX. el POINT
CD
ral —J / 1111111111111111= 0 EX. EX.
-�-�
-o ' \/ IIIIII=IIIIIIIIIII VAR 47 g:1 8%6°/u 67
— _
a
17.25"
° N.
® ti z v3'
_
v GRADE TO
tm
TYPICAL SECTION NO. A-14 THIS LINE z Pi_
1-
-YRPB- RAMP B 30' .
N -YRPB- STA. 25+56.64 TO 30+80.36
CO
N
E.10
TYPICAL SECTION NO. A-15
CO
-YRPDB- RAMP DB
0, -YRPDB- STA. 52+20.68 TO 57+87.16
Y
0
/
o,°m NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
O 3U
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lD/a

`` I LANE PROJECT REFERENCE NO.1-38/98 SHEET NO.
El 3" Bzs.oc 2A-8
R'W SHEET NO.
ROADWAY DESIGN PAVEMENT DESIGN
E2 4" E25.00 ENGINEER ENGINEER
E3 B25.00 VARIES GRADED SHLDR. 14'
(W/O GUARDRAIL) 14'
J, B" ABC WIDTH+3' 3' 11.67'
FDPS 3' 11.67'
I FDPS
J2 B" ABC 3' FDPS al�
WIDTH I�0
R4 SBG VARIES 4%
III 4' 4%
R5 EXP GUTTER GUARDRAIL 1 4°/u -____
T EARTH MATERIAL I ORIGINAL \lr'O' O 1�S
1� ® ORIGINAL 4 O DOCUMENT NOT CONSIDERED FINAL
21M 0
GROUND Z• 6" GROUND Z1� ® UNLESS ALL SIGNATURES COMPLETED
PAVEMENT TYPE VARIES 6" 18.0"
SEE TYPICAL SECTIONS
TYPICAL SECTION DETAIL NO. 1 TYPICAL SECTION DETAIL NO. 2 TYPICAL SECTION DETAIL NO. 3
GUARDRAIL DETAIL SHOULDER BERM GUTTER SHOULDER BERM GUTTER
SEE PLANS FOR GUARDRAIL LOCATIONS SEE PLANS FOR LOCATIONS ALONG: SEE PLANS FOR LOCATIONS ALONG:
-L- -Y S-
-YRPCA- -Y RT-
-YRPC- -Y LT-
-YRPAC- -Y_N-
-YRPDB-
-YRPA-
LANE LINES PAVED
F SHOULDERS
0
GRADE 6%MAX W
ORIGINAL ROLLOVER i
�
3' 3' 12' POINT
GROUND 2/
o
FDPS ORIGINAL 3' 3' 12' 66% i °
GUARDRAIL GR• OUND FDPS•'NNII
II
GUARDRAIL
0 lt.` ® 4%
2% 2%� O 4%
��
1 sars�a 0/ 4%2*
ORIGINAL I R„ ® 21 2% 4%
GROUND f
ORIGINAL 6 ®OR J1
GROUND
TYPICAL SECTION DETAIL NO. 5 TYPICAL SECTION DETAIL NO. 6 HIGH SIDE SHOULDER SLOPE ROLLOVER
EXPRESSWAY GUTTER W/GUARDRAIL EXPRESSWAY GUTTER W/G.R. FOR RAMPS AT 6% CROSS SLOPE & > 4' SHOULDERS
SEE PLANS FOR LOCATIONS ALONG: SEE PLANS FOR LOCATIONS ALONG: SEE PLANS FOR LOCATION
-YRPC- -Y_S- USE WITH -YRPC-, -YRPCA-, -YRPAC-, & -YRPDB-
TYPICAL SECTIONS WITH 6% SUPERELEVATION
SINGLE FACED BARRIER BOND BREAKER 14"OR 11.5"DOWELED
W/MOMENT SLAB JOINTED CONCRETE
(BARRIER DESIGN VARIES) 14"OR 11.5"PCCP JOINTED
WITHOUT DOWELS NONWOVEN
c GEOTEXTILE
m
#57 STONE
aro
0 r ,
y 4"B25.0C Q C
a '
-
A A
o-
m
co
co
co1'-0" •.\ I 4"PERFORATED PIPE 12"TYPE 1
m FABRIC
-+ 1'-0"1
N
m RETAINING WALL
DETAIL OF SHOULDER DRAIN
10
CO
LOW SIDE SHOULDER AT SINGLE FACED BARRIER W/MOMENT SLABS
TO BE USED WITH TYPICAL SECTION A-1 THUR A-6, A-9, A-10,A-12, B-4 THRU B-7
Y
U
m A
Om
O 00
tV 0,
,.-03 NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
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lD/o_

" I LANE PROJECT REFERENCE NO.38/98 SHEET NO.
2A-9
-�1„ R'W SHEET NO.
DOUBLE FACED SINGLE FACED ROADWAY DESIGN PAVEMENT DESIGN
BOND BREAKER(TYP.) CONCRETE BARRIER CONCRETE BARRIER ENGINEER ENGINEER
14"PCCP JOINTED RETAINING WALL
14"PCCP JOINTED OR NOISE WALLN 14"OR 11.5"DOWELED
WITHOUT DOWELS WITHOUT DOWELS BOND BREAKER JOINTED CONCRETE
NONWOVEN GEOTEXTILE CLASS B NONWOVEN GEOTEXTILE 14"OR 11.5"PCCP JOINTED NONWOVEN
CONCRETE WITHOUT DOWELS GEOTEXTILE
SHOULDER #57 STONE SHOULDER #57 STONE SHOULDER
' i
POINT POINT POINT
6, -- 4"B25.0C Q 6. Q DOCUMENT NOT CONSIDERED FINAL
mill
ilif ' ,
�_. ALL SIGNATURESCOMPLETED
p,-��ccacc6 I 1ya"S9.5B
_prii•_���i�•tar• ���=�o�Q, r• �0�01♦0� � �A00��1 114 S9.5B
12"TYPE 1 \ 4"PERFORATED PIPE 12"TYPE 1
1-0" FABRIC \ I 4"PERFORATED PIPE 12"TYPE 1
_1-0" 1-0" FABRIC
/
_1-0"�
DETAIL OF SHOULDER DRAIN DETAIL OF SHOULDER DRAIN
MAINLINE MEDIAN SHOULDER LOW SIDE SHOULDER AT RETAINING WALLS
TO BE USED WITH TYPICAL SECTION A-1 THRU A-6, B-5 & B-7 TO BE USED WITH TYPICAL SECTION A-1 THUR A-6, A-9,A-10,A-12, B-4 THRU B-7
DOUBLE FACED
BOND BREAKER(TYP.) CONCRETE BARRIER SHOULDER
14"PCCP JOINTED POINT
WITHOUT DOWELS EARTH 1 y4'S9.5B 3'-0" 3"119.00 1 SINGLE FACED
14"PCCP JOINTED CLASS B MATERIAL 1'-6" ~ 4"B25.00 CONCRETE BARRIER
H.WITHOUT DOWELS CONCRETE 3"B25.00 .i RETAINING WALL
3"625.0C 111...... OR NOISE WALL 14"OR 11.5"DOWELED
SHOULDER FABRIC SHOULDER I—�r,�moino BOND"OR BREAKER
AKER JOINTED JOINTED CONCRETE
POINT POINT WITHOUT DOWELS 3"B25.0C
. , - OMMONa.-fro— *ruw
A � � \ #57 STONE SHOULDER
mom
0�0�0OI $„CTBC { POINT
O O O O
• • oT C'_. , 12"TYPE 1 ll
4"B25.00 3 0 , ' F L
1y4'S9.5B 1'-6"
p'•.•.•.•�• 1/4'S9.5B 4"PERFORATED PIPE FABRIC r' D D
M /. _I
' "
12"TYPE 1 #57 STONE
I 4"PERFORATED PIPE 12"TYPE 1
1'-0" FABRIC DETAIL OF SHOULDER DRAIN o 0 0 iy4'S9.5B
V 1 ° I TYP. �I MAINLINE SHOULDER
4"PERFORATED PIPE 12"TYPE 1
DETAIL OF SHOULDER DRAIN TO BE USED WITH TYPICAL SECTION A-7,A-8, B-12, & B-13 1'-0" FABRIC
,,_0„..]
MAINLINE MEDIAN SHOULDER BONDBREAKER(TYP.) DETAIL OF SHOULDER DRAIN
TO BE USED WITH TYPICAL SECTION A-1,A-2, & B-6 14"PCCP JOINTED LOW SIDE SHOULDER AT RETAINING WALLS
WITHOUT DOWELS T1 MEDIAN BARRIER
TO BE USED WITH TYPICAL SECTION A-14
14"PCCP JOINTED BOND BREAKER(TYP.)
NONWOVEN GEOTEXTILE WITHOUT DOWELS #57 STONE
14"PCCP JOINTED CLASS B T1/T2 MEDIAN BARRIER
WITHOUT DOWELS CONCRETE 3"E25.00
NONWOVEN GEOTEXTILE 14"PCCP JOINTED
SHOULDER WITHOUT DOWELS
a NONWOVEN GEOTEXTILE SHOULDER POINT
#57 STONE BOND BREAKER(TYP.)
EARTH POINT
. SHOULDER
NeLa MATERIAL POINT SHOULDER14"PCCP JOINTED
WITHOUT DOWELS
.T
• • 3'-0" v NONWOVEN GEOTEXTILE
L D
o-' Q INN D 11/4"S9.56 .00000 0 _ 1 1-6 A POINT SHOULDER
12"TYPE 1 - - - 1 ya''S9.5B • /
KO ' FABRICitleillbilie '. pZ�•�O�O�OA 1y4S9.513 O 1�• OOOOO ti �,v • - • • • .S�/ 12"TYPE 1OS
�N �• •• - ,I FABRIC a'_ '
a
\ 4 12"TYPE 1 1'-0" 1 O 12"TYPE 1 / .5 5 HE e�0 1y4'S9.5B
N FABRIC PERFORATED PIPE FABRIC 0 FABRIC ai ,-•-' '
1'-0" 1'_0"1 4"PERFORATED 1'-0"_
N PIPE EXTENDED T2 I 12"TYPE 1
67 BARRIER FOOTING [_1-0" 1'-0"
DETAIL OF SHOULDER DRAIN DETAIL OF SHOULDER DRAIN 4"PERFORATED PIPE
MAINLINE SHOULDER WITH T1 MEDIAN BARRIER
1-0 BE USED WITH TYPICAL SECTION A-1 THRU A-6 & B-4 THRU B-7 TO BE USED WITH TYPICAL SECTION A-3 THRU A-5 & B-7 DETAIL OF SHOULDER DRAIN
WITH T1 /T2 MEDIAN BARRIER
Z.
o,m7) NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE. TO BE USED WITH TYPICAL SECTION A-1 THRU A-2 & B-4 THRU B-6
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(073
lD/D_

LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
2D-1
RAN SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DETAIL 1 DETAIL 2 DETAIL 3 DETAIL 4 DETAIL 5
LATERAL BASE DITCH STANDARD 'V'DITCH LATERAL'V'DITCH PIPE OUTLET CHANNEL STABILIZATION SPECIAL CUT DITCH vrHINGE DETAIL 6 DETAIL 7
(Not to Scale) b INaro sale) INotw spate) (Natu scat).) (Nano scold SPECIAL CUT DITCH SPECIAL CUT DITCH WHINGE
Natural Naturol Bed (Nara Sale) INotto Scale)
m- I Fill b Elevanon le Natural Front
Groan I') TA 1ifl. Slope f- Daurol Ina geoteai 1 Ditch Natural
Ip Natural Natuml Naturol \ Fill roan aw Ground ,� \°c Slope Ground e
d 1 Ground z, \ Ground Ground .1 p lift. Slope Ground +6�y Natural A' *�'P.
B Min.D= 1.5 H. ) D 1 Min.D= 1.0 H. d " q. A.\cc Ditch Ground \ F\fat oc Front
Max.d= 1.5 Ft. Slope= 0.43% 1.5 / D F\ °c Slope p 9. -. Ditch
8= 5 F. PSRM= 82 SY Len91h= 116 H. Geotextile Goaepne r� Min.D= 0.5 Fr. ) D F\ °t Slope
Min.D= 1.0 Ft. (honks only) Channel Bed 6.0' I-
b= 5 FL FROM -YRPAC-STA.55+88 TO STA.55+27 Max.d= 1.0 Ft. Loop.- 22 IVadablel Min.D= 1.5 Ft. 6.0•
Type of Liner= PERM Type of liner= B Rip-R°p b= 5 Ft. Type otUne,_H CL l R;p-nor- FROM -YRPD-STA.28+75 TO STA.29+66 Min.D= 1.0 F.
Keyed-In -YRPD-FROM STA.28+00 TO STA.28+75
-L_WB-FROM STA.134+00 TO STA.136+50 -L-FROM STA.150+15 TO STA.152+00
FROM -LCDEB-STA.57+50 TO STA.62+81 FROM -YRPAC-STA.52+00 TO STA.53+84 -YRPC-STA.16+04 -L-FROM STA.133+12 TO STA.134+00 DOCUMENT NOT CONSIDERED FINAL
-Y_N-STA.210+35 RT
UNLESS ALL SIGNATURES COMPLETED
DETAIL 8 DETAIL 9 DETAIL 10 DETAIL 11 DETAIL 12 DETAIL 13 DETAIL 14 DETAIL 15
BERM BASE DITCH BERM BASE DITCH BERM 'V'DITCH SPECIAL LATERAL'V'DITCH CHANNEL CHANGE RIP RAP AT EMBANKMENT STANDARD BASE DITCH CONCRETE DITCH
1 Nara scaled b (Norio Scale) (Notro Scale) (Nat to scale) BEHIND IRETAI LNG WALL ES
1 r-Li NM.Sale) Notro Smla) Not to Scale)
Notto Scale)
10'min. Natural Natural RETAINING BOND N./
Natural \ Natural ,A.\ RDWY GNatural _V_round 7. \ I b 1 Naturol b Fill Ditch �J Ground 7:) ri,A Ground WALL BREAKER /
Ground 7.) Tp/ RDWY- Groundd 7:) D ) D '1" RDWY A.\ 4.y D le.:‘ SFill lope
Ground d ) D 1"ax - Slope Grade 1 I I +V M' D 15 D 81 �\ NATURAL
+ 1: .� 1.0'min.
Min.D= 1.25 Ft. B_ GEOTEXTILE GEOTE%TILE ON exT a In. _ Ft. GROUND
Min.D= 0.75 Fr. Max.d= 1.25 H. Natural GEOTEXTILE
Min.D= 1 Ff. BANKS ONLY Min.D=4 Ft. Max.d= 1 Ft.
B= 3 Fr. B= 3 H. b= 5 Fr. Ground Max. H. B= 5 H.
b= 5 Ft. b= 5 Ft. Min.D= 1.0 H. 'When B is< 6.0' B=6 H. T f Liner= Class 2 Rip-Rap D= 1.0'
Type o p-Rap Class BRip-Rap= 161 tons Slope= 4.17% 4" B= 1.0'
Type of Liner= CLASS B Rip-Rap -L-FROM STA.166+50 TO STA.168+88 -YRPD-FROM STA.12+60 TO STA.13+14 Type of Liner= Class 2 Rip-Rap b=10 Ft. GEOTEXTILE= 270 SY Length= 193 Ft. __
-L-FROM STA.155+50 TO STA.158+32 -L-FROM STA.158+32 TO STA.160+00 -L-FROM STA.168+88 TO STA.171+00 -YRPAC-FROM STA.27+74 TO STA.33+50 -Y 5-STA.121+45 -Y S-FROM STA.119+50 TO STA.121+45 -YRPCA-FROM STA.41+00 TO STA.46+50 LT
-YRPAC-27+86 RT -YRPDB-FROM STA.46+00 TO STA.47+50 LT
-YRPDB-FROM STA.47+50 TO STA.49+75 LT
-YRPAC-FROM STA.50+80 TO STA.52+50 RT
-YRPAC-FROM STA.52+50 TO STA.55+30 RT
DETAIL 16 DETAIL 17 DETAIL 18 DETAIL 19 DETAIL 20 DETAIL 21 DETAIL 22 DETAIL 23
SPECIAL CUT DITCH SPECIAL LATERAL'V'DITCH SPECIAL LATERAL'V'DITCH STANDARD BASE DITCH SPECIAL CUT BASE DITCH w4HINGE SPECIAL CUT DITCH SPECIAL LATERAL'V'DITCH SPECIAL LATERAL'V'DITCH
(Naro sale) (Notto Scale) INC.Scale) (Nat to Scale) (Not to Scale) (Notto Scale) (Notto Scale) (Not to Scale)
Natuml
Front Natural Natural Front
Ditch Ground GroundDitch Fill
Naturol A'�o% Slope c t ?) T ,A\ roan \o't Front Front AA.] A�°tat STOP \°t t Slope
Ground I�y F\Oo°t Natural A.\° Fill Natural A.\° Fill iu Min.D= 1.0 Ft. 4') A\°H° Slope Ditch �� F\6" Natural 1'.0 Natural A 3A°hoc Fill
D Ground 7.) F\off°c Slope Ground 7.) \off°c Slope F Ditch Slope D Ground ?') F Ground )° OS Slope
D D X B B= 3 Ff. d li' p F p F
Min.D= 1.0 H. Slope= 2.62% Min.D= 1 H. ditif
°7yaly
PSRM= 160 SY Lengrh= 267 Ft. Goofs.`
.0' Min.D= 1.5 Ft. Geotetile
FROM -YRPCA-STA.63+00 TO STA.63+50 Min.D= 1.0 Ft. Min.D= 1.25 Ft. -L_WB-FROM STA.135+52 TO STA.138+08 -YRPCA-FROM STA.65+00 TO STA.66+00 Min.D= 1.0 H. Min.D= 1.0 H.
Max.d= 1.5 H. Typeof Liner= Class BRip-Rap Max.d= 1.0 Ft.
FROM -Y N-STA.156+20 TO STA.160+50 FROM -Y_N-STA.157+37 TO STA.161+97 B= 3.0 Ft. -Y9LPA-FROM STA.12+00 to 12+50 RT -YRPC-FROM STA.11+50 TO STA.15+50 LT
Type of Liner= CLASS BRip-Rap -L-FROM STA.119+50 TO STA.122+00 RT -YRPC-FROM STA.22+00 TO STA.23+00 LT
-YRPCA-FROM STA.53+49 TO STA.56+00 -Y RT-FROM STA.239+00 TO 240+50 LT -YRPC-FROM STA.23+00 TO STA.24+50 LT
DETAIL 24 DETAIL 25 DETAIL 26 DETAIL 29 DETAIL 30
TYPICAL CUT DITCH TOE PROTECTION PIPE OUTLET CHANNEL STABILIZATION RIP RAP AT EMBANKMENT PIPE OUTLET CHANNEL STABILIZATION DETAIL 32
(Not.Sale) ?') I Not to Scale) IVA° (Nato Scale) Natural Bed (Notto Sale) (Not to Scale) Nowml Bed
a \°` °m" Fy�s);%, 1`"RaV e moral Elevation 10'min. (do geotmtilel RIP-RAPPED ENERGY DISSIPATOR BASIN
Natural
dgoy°" D 5p\a\xe% slope '0e d t Groan Natural
Ditch 1.0-mi t t G.o„n Natural 4 *NOTE A:IF EXIT VELOCITY OF BASIN IS SPECIFIED,EXTEND BASIN AS REQUIRED TO
Dr SECTION OBTAIN SUFFICIENT CROSS SECTIONAL AREA AT SECTION A-A SUCH THAT Q
GeotehnBe 15" In opo desiCROSS SECTION AREA AT SEC.A-A)= SPECIFIED VELOCITY.
Geae.. Min.D= 1.0 Fr. d= 1.0 Ff. Geoteolile GEOTEXTILE e.o.m.ie Existing G H
Max.d= 1.0 Ft. Channel Bed monk:only) Channel Bed Rip Rop DISSIPATOR POOL APRON °NOTE B:WARP BASIN TO CONFORM TO NATURAL STREAM CHANNEL.TOP OF RIP-RAP
Type of Liner= Class BRip-Itap Mnioblel ble (Right Bonq TOP OF BERM NOTE A IN FLOOR OF BASIN SHOULD BE AT SAME ELEVATION OR LOWER THAN
Length- 15 H. Type of Liner- Class 1 Rip-Rap length= 60 H. O'ono I TOP OF RIP-RAP NATURAL CHANNEL BOTTOM AT SEC.A-A.PROVIDE SMOOTH TRANSITION FROM
-Y_RT-FROM STA.237+00 TO 239+00 LT Type of Liner= Class 1 Rip-Rap Type a Uner= CL 1 Rip-Rap-Keyed-In Type of Liner- CL 1 Rip-Rap-Keyed-In i NOTE B END OF APRON TO NATURAL CHANNEL WIDTH.
-YRPC-FROM STA.15+50 TO STA.18+50 LT -L-STA.147+14 -Y 5-STA.121+45 -Y_N-STA.167+45
-YRPC-FROM STA.20+50 TO STA.22+00 LT -
-YRPCA-FROM STA.58+25 TO STA.59+65 RT p, TOP OF NATURAL
WM\�""`\"`?.,)1 //i CHANNEL NOTE A M1 NATURAL GROUND
treomonloc
iip
`Nigt'LK�.�_iVt���i�ai•�.ii l co y, 1
A B
B B
DETAIL 27 - PREFORMED SCOUR HOLE DETAIL 28 - PREFORMED SCOUR HOLE DETAIL 31 GEOTEXTILE IA
B T
°NOT TO SCALE 'NOT TO SCALE TOE PROTECTION
(Natro sale) C F C A-A
PLAN VIEW PLAN VIEW 0. GEOTEXTILE
INSTALL LEVEL AND FLUSH INSTALL LEVEL AND FLUSH 1'A.(RE' SLOPE HAI F PLAN B
WITH NATURAL GROUND WITH NATURAL GROUND NATURAL
/..♦..♦ .♦ 4t,
♦ GROUND d Q\Y' _ ...
',tr.'
- . ... � � GEOTEXTILE TOP OF RIP_ppP
/.. ��. , ��. d= 1.0 Fr. �9 BERM As REQUIRED
D /- TO SUPPORT RIP-RAP
C Pipe or Ditch . ..�.♦. Pipe or Ditch .. .�♦.♦. OE j j�=����A�a�libUt-
Ul Outlet \ OVHa \ '�.A ^C��1
-O Type of Liner= Class B Rip-Rap �f► -- SFr R-R EXCAVATETO THIS LINE
A. 0
m 1 1 /II -L-FROM STA.122+206 TO STA.123+25 D OTFXTILB BACKFILL wLIA53 RIP-RAP
L L 1,
, L 1 ...I J L- RIP RAP tip APPRO%.Eli'.
OF WA E
1:1
_'I . _'I .� - FROM STA.141+40 TO STA.148+00 y, - B
o_ -L-FROM STA.145+40 TO STA.146+00 __ __
-L-FROM STA.145+50 TO STA.147+10 CULVERT 39^' IS OnzONTALII
Square Preformed Square Preformed P -YRPAC-FROM STA.32+50 TO 37+95
5-1 Scour Hole(PSH) �. soar Hole IPSHI � -Y S-FROM STA.46+15 TO STA.47+54 LT .fie a BERM AS RT REQUIRED
.�.�.�. ' ._._._v./ -Y3-FROM STA.44+85 TO STA.46+50 RT To SUPPORT RIP-RAP
C` (Rip Rap in basin (Rip Rap i' basin -Y S-FROM STA.125+50 TO STA.129+50
not Shawn for dadbl notehoWn for dadM -YRT-FROM STA.231+78 TO STA.238+00 SFr r-r EXCAVATE TO THIS LINE
�, '♦ � y�Ayy,A ♦ '• ♦ -YN-FROM STA.151+64 TO STA.153+55 I DIM. RIP
RAP BASIN# BASIN#LOCATION (AT OUTLET) GEOTF%TILE BACKFILL wCIA551RIP-FAP
.♦�.♦♦=.� ..4444/ I 2 3 4 5 6 7 8 1 -YRPCA- 61,1421 LT RT
/ B= 3.75' '♦� ♦.♦ B= 4.5' -Y N-FROM STA.157+91 TO STA.160+00 W
IS) A 30" 30" 2 -Y_S-47+61,142 LT
N D= 1' D= 1.5' -YTI-FROM STA.162+19 TO STA.162+49 B 20" 20" 3 B ti'
-Y-N-FROM STA.169+72 TO STA.171+30 C 16" 16" 4
N W= 4' W= 4' -YLPC-FROM STA.14+00 TO STA.16+55
tb D 1' 1.25' 5 NOTE:
(NI SECTION A-A SECTION A-A E 3.5' 4' 6 BERM AS REOUIRrD
Wo= DIAMETER OF PIPE,
RIP-RAP PIPE(d= I5") PIPE(d= TEl F 6.3' 10' 7 To SUPPORTWIDTH OF BOX OR
�44. / �49 G 10' 17' 8 GEOTE%TIUi SPAN OF PIPE-ARCH
%OAF i D %OAF' 0
CV PSRM PSRM 6 SFr rl-R CULVERTS
N
/ INFLOW ( INFLOW
• NATURAL • NATURAL
� GROUND - IL /� GROUND r�55
coin
LINER:CLASS B RIPRAP B-.i 1` /// LINER:CLASS B RIPRAP B-Yi 1\ // FROM STA.TO STA.
j WITH GEOTEXTILE ' MIN 1'TUCK WITH GEOTEXTILEil ' MIN.1'TUCK
cn 308 1108
Y Y 5 STA.120+90 -LCDEB-STA.65+59
Y S STA.123+38 Y S STA.119+78
o Y S STA.125+00 Y S STA.122+18
Y N STA.164+35 -YRPC-STA.21+09
o -YRPC-STA.15+09
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LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
20-2
RAN SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DETAIL 33 DETAIL 34 DETAIL 35 DETAIL 36 DETAIL 37 DETAIL 38 When B is> 6.0' DETAIL 39
BERM BASE DITCH BERM BASE DITCH LATERAL BASE DITCH SPECIAL LATERAL BASE DITCH Std.No.876.01
SPECIAL LATERAL BASE DITCH ]Not to Scale) (Notto Scale) (Natter Scale) ]Not to Scale) SPECIAL LATER AL'V'DITCH STANDARD BASE DITCH
(Not to Scale) b b (Not to Scale) (Not.Scale)
b Natural Natural
Natural Fill
Ground
Natural Natural \ RDWY Natural ♦ Natural r- Ground j� ♦
Fill Ground ?) ) •1;. y„,. Fill Ground '' A' slaps Natural P Fill dl
♦°t 1` Ground ? T 1' Ground j. T \ T \°t 1 e�°t .) D ry.
Ground 3�) 0' M t Slope d( D d !D� slow �\�D F\mat \ Geotextile B
d( D Y\a a d L Min.D= 1.5 FI. e�l Ground 4.) D 3'1°t slope Min.D= 2.0 Ff.
Min.D= 1 H. B_ GEOTDRILE'2> Min.D= 1 H. B GEOTDRRE B Min.D= 1.5 H.
Geotextile Max.d= 1 R. Max.d= 1 Ft. B= 2 F. B= 2 R. Max.d= 2.0 Ft.
Min.D= 1 R. B= 2 Ft, B= 2 Ft. EXISTING b= 2 H. 8= 10 Ff.
d= 1 Ft. b= 4 Ft. b= 4 Ft. SLOPE Max. Min.D= 1 Ft. Class 1 Rip-Rap=348 tons Slope= 3.15%
8= 5 Ft. (2:1 MAX) -L-FROM STA.26+50 TO STA.28+00 RT -L-FROM STA.28+00 TO STA.36+00 RT GEOTEXTILE=300 SY Length= 162 Ft.
Type of Liner= Class 1 Rip-Rap Type of Liner= Class 1 Rip-Rap Type of Liner= Class 1 Rip-Rap -Y_RT-FROM STA.238+00 TO STA.237+00 -L-FROM STA.36+00 TO STA.37+00 RT
-Y_S-FROM STA.60+00 TO STA.62+00 RT -Y_S-FROM STA.63+50 TO STA.65+00 RT -Y_N-FROM STA.199+75 TO STA.203+00 -Y_5-STA.71+10 RT DOCUMENT NOT CONSIDERED FINAL
-Y_S-FROM $TA.35+50 TO STA.37+75 LT -Y_S-FROM STA.63+00 TO STA.63+50 RT -Y_N-FROM STA.213+25 TO STA.216+50 UNLESS ALL SIGNATURES COMPLETED
-Y_S-FROM STA.65+00 TO STA.65+50 RT
DETAIL 40 DETAIL 41 DETAIL 42 DETAIL 43 DETAIL 44 DETAIL 45 DETAIL 46 DETAIL 47
SPECIAL CUT DITCH SPECIAL CUT DITCH BERM 'V'DITCH STANDARD BASE DITCH SPECIAL CUT DITCH SPECIAL CUT DITCH vaHINGE LATERAL'V'DITCH LATERAL BASE DITCH
(Not.Scale) (Notro Scale) I Not to Scale) ]Nam scale) Natural ,. (Notro Scale) (Not to Scale) (Not to Scale) (Notro Scale)
Front Front b Groun Front b
{ Natural Natural
♦ Oikh t Ditch Naturol 1 1 Ground 3. ♦ Ground b' Ditch Naturol b
Natural
Natuml _L L Slope Natural 0° slope roan ) 3. Slope Ground Natural ♦ Ground ) � 1"iFt.
j, \ '' Fill ?. Fill
Ground d:) p Ground \p YA912' ) D �" RDWY dl d 4.) D 'G ♦oft Front Ground d ') D 1' 19Ft. Slope d I - D - Slope
Geotextile n_ Min.D= 1.0 R. T" 44 p p'\e° Dikh
Min.D= 1.0 F. Min.D= 0.5 Ff. Max,d= 1.0 Ff. Geotextile Q slope GEOTEXTILE
111
Min.D= 1.0 R. Min.D= 1.0 F. Geotextile Min.0= 1.0 Ft.
be 5.0 R. DDE=3517 CY 8= 5 H. Type of Liner= CLASS B Rip-Rap Max.d= 1.0 Ft. 6D' � Min.D= 1.0 F. Min.D= 1.0 Ft. Max.d= 1.0 R.
-L-FROM STA.178+00 TO STA.179+50 -L-FROM STA.181+50 TO STA.184+00 Class B Rip-Rap=401 tons Slope= 3.43% Max.d= 1.0 Ft. 'When B is< 6,0' B= 3 Ft.
-Y11-FROM STA.23+23 TO STA.19+00 GEOTEXTILE=660 SY Length= 481 Ft. -Y_N-FROM ETA.178+60 TO ETA.180+00 RT -Y N-FROM STA.178+50 TO ETA.182+00 LT Typeb= 5 Ft. 6= 5 H,
-L-FROM STA.208+50 TO STA.212+00 ofLiner= CLASS 1 Rip-Rap Type of Liner= CLASS 1 Rip-Rap
-L-FROM STA.212+00 TO STA.212+50 -Y15RPB-FROM STA.18+45 TO STA.23+25 -YN-FROM STA.180+00 TO STA.186+00 RT
Y- N-FROM TA.184+50 TO TA.186+50 LT -Y-S-FROM ST 50 TO STA.197+16 -Y_S-FROM STA.199+50 TO STA.202+60
-Y E E STA.38
N-FROM STA.190+50 TO STA.192+50 RT -YRPAC-FROM STA.38+00 TO STA.36+00
-YN-FROM STA.193+50 TO STA.194+50 RT
-L-FROM STA.201+00 TO STA.207+50
_ -L-FROM STA.213+00 TO STA.215+50
PUCDAENT DERTH: DETAIL 48 DETAIL 49 DETAIL 50 DETAIL 51 DETAIL 52 DETAIL 53
CL1-26'
CL 2-era' OUTLET CHANNEL STABILIZATION TAIL BASE DITCH INLET CHANNEL STABILIZATION CHANNEL CHANGE CULVERT CHANNEL IMPROVEMENTS Smooth-Faced CHANNEL CHANGE
(Not to Scale) (Not to Scale) (Not to Scale) (Not to scale) ]Not to Scala) Retainin Wall ]Not to scale)
fLOODPIAIN BENCH FLOODPLAIN BENCH b NATURAL GROUND 9
NG NG Natural Natural NG NGCLASS
Ground j.) ,L.A Ground Natural f- _ EXCAVATION RIPRAP I(TYP) 2'at 1y�
CL'll'RIPRAP dI CL'll'MPRAP Ground 7 D ` Slope
D ?' 1h+. Fill DEPTH:24" 1"/Ft. 12-14'
WITH GEOTFXTILE WITH pNOTf%iILE d ?, CLASS II RIPRAP
ON BArvKS Geotextile Min.D= 2.0 H. ON e S j .7 4.5' ♦at lift. SLOPE PROTECTION
CLRPIPRTMP CL'II'R P Geola,xle 'J MIN.2.5' WITH GEOTEXTILE
WITH T , Max,d= 2,0 FL WITH L , ]banks only) Min.D= 1,5 R. ----" �"
GEOTEXTILE
BANKS CL'I'MPRM.J TK ON BANKS CL'I'RIPRM v✓ SLOPE PROTECTION CLASS II RIPRAP (BRIDGE ABUTMENT)
I. NATIVE MATERIAL DDE=12 CY B= 4.0 Ft. ti NATNE MATERIAL Max.d= 1.5 Ff. GEOTEXTILE TYP O�Q'
CFO ON 50P PLACED (TYP) CLASS II RIPRAP ON STREAM BED
CL'X RIPRAP w I 8' ARIES 0-8' To L l0 Class 1 Rip-Rap= 38 tons Length= 33 Ft. To L VOIDS 0= 4 Ft '♦ 16'
�I Iry <L'r RIPRAP W 5' I.e.-VARIES 0-d 'When B is< 6.0' ti WITH GEOTEXTILE (WITHOUT GEOTEXTILE)
NATIVE MATERIAL GEOTEXTILE= 45 SY Slo e= 2.73% NATIVE MATERIAL b= 5 R.
PV.COED ON TOP v PLACED
UTO ON
VOIDS
Type of Liner= COss 1 Rip-Rap F
N VOIDS SLOPE FROM INVERT TO NATURAL BED AT APPROX.5% -Y_S-STA.53+45 LT N29.0'
-Y 5-STA.37+95 LT -Y 5-STA.37+05 RT -Y_S-FROM STA.68+38 TO STA.69+50 LT FILL WITH NATIV Slope=0.3%
- - BED MATERIAL INLET CHANNEL -Y S-FROM STA.73+25 TO STA.74+65 RT
VARIABLE WIDTH BENCH -
0-4'@ 12.1
VARIABLE WIDTH BENCH
0-4'@ 12:1 EXCAVATION
NATURAL GROUND
DETAIL 54 NOISE WALL DETAIL 55 NATURAL DETAIL 56 DETAIL 57 DETAIL 58
mar
CONCRETE DITCH GROUND ?tl
PIPE OUTLET CHANNEL STABILIZATION LATERAL BASE DITCH LATERAL BASE DITCH O F, LATERAL BASE DITCH
I Not to Scale) Naarol Bea BEHIND NOISE WALL/BARRIER (Norm scale) (Na to scale) ry�� (Nana Scale)
Elwaxon BOND(Not to Scale) VARIES b b GEOTEXTILE(TYP) /l F b
aural (no geote.e) BREAKER Natural �- I Natural r- Natural I~-
Groun Naturol �Ground j., T ♦ 1 Rt. Fill Ground j. ♦ CLASS II
Gmuna \ 1V 2` �' M1' 1 ift. Fill BED:GLASS II RIPRA RIPRAP(TYP) Ground T •L.� EH, Fill
.) rg1 •,.. D Slope \ Slope WITHOUT GEOTEXTILE OUTLET CHANNEL 1� Slope
2' I Min.D= 1.0 R. 1 e 1 Min.D= 1.0 Ft. (DEPTH-2') a I Min.D= 1.5 R.
Geote.,ile Loop.= 22 H. a. B= 2.0 Ft. I'--I B= 5.0 R. I�•1 B= 5.0 Ft.
(banks only) Chanel Bed b= 3.0 Ft. b= 5.0 Ft. -Y 5-STA.70+45 LT 5= 5.0 H.
(Variable) 4, D= 1.0' -Y_S-STA.71+60 TO 73+25 RT
ype of Liner= CL IIRI-Rap-Keyedan(Banks) B= 2.0' FROM STA.TO STA. -Y_S-FROM STA.117+00 TO STA.118+50 -Y_S-FROM STA.118+50 TO STA.120+80
ype of Liner= CL I Rip-Rap-Couaersunk(Bed) _
-Y S-STA.83+65 RT
-YS-STA.94+40 RT
DETAIL 59a 3 DETAIL 59b DETAIL 59c DETAIL 60 SXCBMIACTED
f \ DETAIL 65 NEW STBE TREAT ACKFIto 5'
FALSE SUMP FALSE SUMP FALSE SUMP STANDARD 'V'DITCH \ NEWSHALLS BE TREATED 5'Min. 1' 10' FINISH GRADE
I Not to scale) c� (Not to Scale) �� (Not to Scale) ]Not to Scale) [pW,
AS SPECIFIED IN PLANS
Outside Ditch BLOCK
Traffic Flow Median Ditch Natuml Natural p EroxD Ixv6RT FLOW ,,X,'"
Outside Ditch pig. 2•I' Ground j.) 1.� Ground OF EXISTING CHANNEL fi�`�����^i'�,
Traffic Flow 0.� 20;1 +'�2'�- 'I I` p _
GI (see Chan Below) 20' GI d Man.D= 0.67 Ff. B ixv[xrL ,,„,, ', . ,,'„
GI Geotextile Max.d= 0.67 H. `A,ik A��►�'►���'��'�LC,&
tS- etc. �-5- etc. tS- et. ....
C Proposed Ditch S=Ditch Slope Proposed Ditch Class B Rip-Rap= 13 tons Slope= 7.25% { CO�MPAGTEo IP DOE COMPACTED
S=Ditch Slope pose S=Ditch Slope C Proposed Ditch pe 4 pose GEOTEXTILE= 21 SY Length= 62 Ft. GKFILL Mi x DKFILL
-0 USE WHEN DITCH FLOWS IN Ditch Grade L Ditch Grade L SECTION A-A
USE WHEN DITCH FLOWS IN OPPOSITE -Y10-FROM STA.24+00 TO STA.24+61 Mxx. MIN,.O'DEPTx
0 DIRECTION OF NEAREST TRAVEL LANE DIRECTION OF NEAREST TRAVEL LANE 0.0% To 2.0% 20' Over 4.0% To 6.0% 40' ',\ LENGTH Ms]SroNE
N Over 2.0% To 4.0% 30' Over 6.0% 50'
m USE IN MEDIAN DITCHES uxcompacreD
a
i DETAIL 61 DETAIL 62 DETAIL 63 DETAIL 64
LATERAL BASE DITCH LATERAL'V' DITCHPIPE OUTLET CHANNEL STABILIZATION \<0
I]' (Nato Scale) FALSENo Scale ]Nat to BAISTINL
(Not to Scale) Scale) Natural Bed COMPACTED NOTES:
m y N.GIL.B. W Flevaxon CHANNEL
p EMMET. 1)CHANNEL BLOCK SHALL BE INSTALLED IN ACCORDANCE WITH THE
�_ b I I" '1 G (no geotextile) \ PROJECT SPECIFICATIONS.
Natural 1. OK Carol 2 BLOCK SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
B Ground ?') .♦ 1 Fill Natuml Fill A'1 t Fill roan aN )CHANNEL AND PROPOSED CHANNEL.
D Slope Ground j. ♦ 1"fi,. / Slope Ground
N •1.'. Slope j Off° 0 37 BOTTOM OF BLOCK SHOULD BE A MINIMUM OF 2.0'BELOW THE INVERT
p" D '� ) 125, BLOCK 40 OF THE EXISTING CHANNEL.
r GEOTEG1LEill Min.D= 1.0 FL LIMITS SECTION B-B 4)BLOCK SHOULD EXTEND A MINIMUM OF 3.0'BEYOND THE LIMITS OF THE
O] Min.D= 1.5 Ft. 6= 5.0 H. Exist.Ditch Geom.!, �� OF EXISTING CHANNEL EXISTING STREAM CHANNEL.
Max. 1.5 R. (honks only) Channel Bed PLAN VIEW 5)INSTALL EROSION CONTROL MATTING AND SEED IN ACCORDANCE WITH
N Bed THE PROJECT SPECIFICATIONS IMMEDIATELY AFTER GRADING.
(D B= 2 Ft. W = 5'Min. Length- 16 H. 10.2 PTI CHANNEL BLOCK 6)COMPACT BACKFILL TO EXTENT POSSIBLE OR AT THE DIRECTION OF
N Type of Liner= B Rip-Rap b= 5 Ft. -YRPAC-FROM STA.36+00 TO STA.35+70 -YRPCA-FROM STA.49+75 TO STA.50+34 Type of Liner- Oct Rip-Rap-Keyed-In NOT TO SCALE THE ENGINEER.
m -Y_RT-FROM STA.238+50 TO STA.238+00 -Y 5-STA.28+35 RT
-Y-S-STA.98+12 RT
N -Y11-STA.16+60 LT
In
In
DETAIL 68 DETAIL 69 DETAIL 70 DETAIL 71 DETAIL 72
DETAIL 65 DETAIL 66 DETAIL 67 BERM 'V'DITCH BERM 'V'DITCH PIPE INLET CHANNEL STABILIZATION CHANNEL REPLACING EX.CULVERT(Not to Scaly) SPECIAL CUT DITCH
SPECIAL CUT DITCH STANDARD 'V'DITCH STANDARD 'V'DITCH (Notro Scale) (Not to Scale) (Nato Scale) Natural Bed (Not ro Scale)
07 (Npt to Scale) I.b { b Elevation 1 Front
L ]Nam Scale) (Not to Scale) Natural Natural aural (no geolMile) >s ,♦TJ' Ditch
Front 7 5' ♦°t Slope
t Ditch Gra. '21 ',,.N Groun j:) •''� Groun 13-25' 17-23' Natural B`rot
D RDWY D RDWY Gound Ground 4� \O
Natural A'�o Slope Naturol Natural N.A. Natural d I CLASS II RIPRAP 1 p F
3 Ground .24 p E\°Mat Ground Ground Ground \� Ground y 1.25' at1'iFt. S.I ♦ a}1iH. SLOPE PROTECTION
1 D ?) D 0', j') D 1, N Min.0= 1.0 R. N CLASS II RIPRAP TO EL.]9].0 Min.D= 1.0 R.
Min.D= 1.0 F. Min.D= 0.5 Ft. Min.D= 1.0 H. b- 2.0 H. Geotexile � ON BANKS
Min.D= 1.5 Ft. Slope= 2.5% Slope= 4.44% b= 2.0 Ft. Max.d= 1.0 FL (banks only) Channel Bed GEOTEXTILE
Type of Liner- CL B Rip-Rap 13 Fh CLASS II RIPRAP 10' ON BANKS ONLY
PSRM= 22 SY Length= 97 H. Length= t02 H. Length= 1:H EMBEDDED ON BOTTOM -Y_N-FROM STA.198+50 TO STA.199+75
Et. -Y_S-FROM STA.25+50 TO STA.26+00 -Y_5-FROM STA.58+55 TO STA.59+50 -Y_S-FROM STA.60+00 TO STA.61+00 -Y_S-FROM STA.109+00 TO STA.110+50 LT-Y 5-FROM STA.107+00 TO STA.109+00 LT Type of U°<`= 051 En-ca°-Key.rYm NO GEOTEXTILE -Y_N-FROM STA.216+50 TO STA.213+25
om -TS-FROM ETA.110+50 TO ETA.111+90 LT -Y_S-STA.93+79 LT -L-ETA.149+36
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LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
2D-3
RAN SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
aAFEMaNr DEPTH: DETAIL 73 DETAIL 74 DETAIL 75 DETAIL 76 DETAIL 77 DETAIL 78
OUTLET CHANNEL STABILIZATION SPECIAL LATERAL'V'DITCH SPECIAL LATERAL'V'DITCH BANK STABILIZATION TAIL'V'DITCH LATERAL'V'DITCH
(Not to Scale) (Nolte Scale) (Net to Scale) (Nat to Scale) (Not to stole) (Nmro Scale)
Pro osed
FLOODPwN BENCH p e`e�d
NG NG Fill Slope boa y
Fill Fill Naura /G Il
\°c slope \°c Slope Smooth-Faced Groundy
Natural S\° Natural Fill
Natural 3''.pec Naual 5'1:ax Retaining Wall Ground Ground I. \ liF.
Ground `?•1 Q° Ground sx, E. _4\ 7.) DdOs .7 D 1. slept
CL'I'RIPMP 1' dl D dl 0 1" ,MIN. Min.D= 1 Ft.
WITH GEOTE%lllE Slope Protection Min.D= 1.0 Ft. b= 5 H.
Geotextile Gemexlile pe
Min.D= 1.0 H. Min.D= 1.0 Ff. Class II Riprop Exist.Channel -Y_N-FROM STA.205+00 TO STA.206+00
�{ e' 4-VARIES as' T f Liner= Class B Rip-Rap Ra Max.d= 1.0 Ff. T of Liner= Class 1 Rip-Rap Ra Max.d= 1.0 F. with Georexrile Bed to be Restored - -Y N-FROM STA.202+65 TO STA.204+00
Type° P- P Type P- P To Ex.Toe of ( -I_
N-Pre-project Conditions)
LENGTH- bs• SLOPE FROM INVERT TO NATURAL BED AT APPROX.IN _Y N-FROM STA.211+00 TO STA.211+50 RT -Y_N-FROM STA.195+00 TO STA.197+35 RT Bang DOCUMENT NOT CONSIDERED FINAL
—Y_N-STA.204+00 RT
-Y_S-FROM STA.75+10 TO STA.84+00 RT UNLESS ALL SIGNATURES COMPLETED
DETAIL 79 DETAIL 80 DETAIL 81 DETAIL 82 DETAIL 83 DETAIL 84
MEDIAN V DITCH oCONCRETE BEHIND GUARDRAIL STANDARD BASE DITCH SPECIAL CUT DITCH CONCRETE DITCH CONCRETE'V'DITCH RIP RAP BANK STABILIZATION
(Non scale) INmro scale) INmro Scale) RETAINING WALL BEHIND RETAINING WALL (Novo scale)
u
Shoulder < Shoulder 1'\ E
ShouPoint ?'1 A Point Natural Natural From RETAINING oBOND Scale) APR'/ Not to oat S/ See Fj o D 1'N°c Ground 7� \ Ground SIach WALL BREAKER
WULNING BRENAKER / Ditch plan
o e z F\o ! 1 Natural h�°c 1.0'mi
d V Ground 4, 1.\ ,\ ,\ Grade
CONCRETE D= 1.0 FT Geotemile B min.
2.5 Fr. D O B •
NATURAL D � NATURAL
When Biz> 6.0' Max.d= 2.5 H. Min.D= 0.5 Fr. GROUND GROUND
GEOTEXTILE
std.No.876.01- B= 10 Ff.
°" Slope= 2.79% -Y N-FROM STA.166+50 TO STA.167+50 RT a• D= 1.0' a, D= 1.0' type of Liner- CL 1 or CL 2 Rip Rap(see plan)
Class II Rip-RoP= 155 tons - B= 2.0' '
GEOTUTILE= 140 SY Length= 61 Ft. d=18"for CL 1 and 30"for CL 2
-Y N-FROM STA.208+40 TO STA.209+15 -Y_S-STA.71+70 RT -Y S-FROM STA.90+50 TO STA.92+00 LT -Y_S-FROM STA.104+00 TO STA.101+50 LT -YRPCA-STA.18+65 RT
-Y_N-FROM STA.210+90 TO STA.211+65 -Y 3-FROM STA.105+80 TO STA.107+00 LT -YRPCA-STA.77+00 RT
-YS-FROM STA.101+00 TO STA.105+50 LT
—YS—FROM STA.110+50 TO STA.112+00 LT
-Y FROM STA.192+00 TO STA.198+80 LT
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LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
22-4
RAN SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DRY DETENTION BASIN DRAWDOWN STRUCTURE
'NOT TO SCALE'
ISEETPtf€tHN#4uu MR
`"" Sal RE[slU OETAiu
TOP ELEV. MIII
ISEET PLAKMES •• Cass
•^1.4s�EINDES Li 0B 1111 Bi .�. 5
'' AMIN.1111 BM0._ - . - /mom
Io C,<sIR. gm.o DOCUMENT NOT CONSIDERED FINAL
ID:9 'ao:bal 'iir
II In9 oRR�'ao:fm UNLESS ALL SIGNATURES COMPLETED
n
aAslu eon !! ORSCE ron 4 Nil --- - - - � NFN_ -
- U
D� ,2.R'71 �- _
VP ;".0
SIDE 1 SIDE 2 SIDE 3
TRASH
VARIES
D.
I.r:fF o u lx <�o�uNDE RACK F
HOD RTIGHT SEAL PROVIDE ADEQUATE
N CLEARANCE FOR GATE OPERATION AND FOR PROPER SEATING
dd�♦i000i® o m OPENS FREELY AND WITHOUT INTERFERENCE
400�♦p000�♦p� - ? w
WITH SLUICE GATE.
w.
p�♦�♦ppp�♦�♦pp� SHOWN IN TABLE FOR THAT r STRUCTURE IS FOR REFERENCE
O♦00000000♦ o urtWc a o ml ONLY.
DATA
tcco
oA N ♦♦' - WTa DETAIL ?
,�� ♦♦; ew xuN. SIDE 2
FOREBAY
PLAN VIEW (Not to Scale)
p,m NFN.I GRACE TRASH RACK NOT SHOWN FOR CUR!,
ro INSET°A" MINIMUM DIMENSIONS FOR DRY DETENTION BASIN DRAWDOWN STRUCTURE TOP OF FILL OVER PIPE FOREBAY BOTTOM ELEVATION
BASIN TOP MAX ORIFICE OUTLET -A TRANSITION WEIR
CTL.STR.
STRUCTURE S BOTTOM ELEVATION STORAGE INV.ELEV. DIAMETER ORIFICE PIPE
STATION NUMBER (INCHES)fi MIN. ,.B II MINIMUM CONTROL DEPTH(D) CTL.STR. DIMENSIONS (0) INV.ELEV. DIAMETER(P) FLO.N.6"MSTRUCTUREGV x L x HI W FLOW
ELEV. STRUCTURE FEET INCHES INCHES ,»`�^�^W,
122+50-L-LT 6" 6" 828.0' 829.5' 1.5 827.36' 3'x 3'x 2.35' 2" 828.0' 18"
156+00-Y N-RT 6" 6" 857.0' 858.5' 1.5 853.5' 3'x 3'x 4.05' 3 857.0' 24" FILTER Z 7 2::‘ -A
29+50-YRPD-LT B.(EXISTING'6•(EXISTING) 873.'IEq 801.2'EXI 4.2'IEXI 870.T5'(EX) 5'x 5'x 5.45'IEXI ,2.a IEp 873.0'IEXI 15"IEKt FABRIC .--
40+00-Y S-RT 6" 6° 866.0' 868.5' 2.5' 863.0' 4'x 4'x 5.5' 1° 866.0' 18"
d0+00-Y 5-LT 6" 6° 866.0' 868.5' 3.5' 863.0' d'x d'x ss r e66.o• le° CL.B RIP RAP VARIES
44+00-Y-S-RT 6" 6° 865.0' 867.5' 2.5' 862.0' 4'x 4'x 5.5' r 865.0' 24" THICKNESS= 1.0' (SEE PLANS) '
66+00-Y_S-LT 6" 6" 799.0• 800.5' 1.5 796.3' 5.5'a 5.5'a 4.2' 3" 799.0' 36"
69+00-Y_S-RI 6" 6" 804.0' 805.50' 1.5' 802.0' 5'x 5'x 3.5' 2" 804.0' 24"
80+00-Y S-LT 6" 6" 794.5' 797.0' 2.5 791.8' 4'x 4'x 5.2' 2" 794.0' 24" PROFILE VIEW
92+00-Y_S-RT 6° 6" 281.0' 783.0' 2.0' 780.1' 4'x d'x 2.9' 2" 781' 30"
TOP OF EMBANKMENT TRANSITION WEIR ELEVATION
FREEBOARD
d
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CLOSURE DWG.BOLTS.03 AND 862.04 FOR ANCHORING PROCEDURE.
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Pi PLANS

LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
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ENGINEER ENGINEER
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RMA-PROFILE
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-- PLANS

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1 SEE SHEyE'/T' O.24 STA.70+80.00-MATCHLIN YRPCA DOCUMENT NOT-
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//,/ " I �V/ /.4r, SEE SHEET NO.24 CONSIDERED E..o
-YRPA- $ u / it w / �� / s I /
PISia 20+6I.50 Pls Sta 23+55.4/Pls Sfo 26+7022 PlSYa 28+23b5 Pls SYo 29+]695 'I e1BI / /e IA=34'12'02B/RT1 Bs=451'11b' Bs=d57'l77' L.=435'05.4(RT) Os=O'57'17.7' ` )1 /0=6'44'26.4' Ls=144.OY Ls=I00.Od D=F54'355' Ls=10.0' Il Y / \1 vs�.. I 114
n
L=50738' LT=96.04' LT=6667' L=240.06' LT=6667' /// lI / —/ i icl r, `11111/1111W
�I i l /8 to ', YRPC' POT Siap 55.66.12'R 11T=26/5d ST=48A3' ST=3333' T=120Ad ST=3333' I /I ' / / / S ° n-8 F w \ 1 IR-BOAd R-3AOOA0' II r: I E ,
DS 0 MPH DS 0 MPH I I / / / ,; 1YRPOB -Y1T- -YRPB- j(llP1SYa 234+2056 Pis Sla 34744411 Pls Sia 1/+3336 P15ro 16+4124 Pls Sra 21+3012 /�j/'�'I IcllI / lc �\A=17516'31.7(LT) Bs=257'489' Bs=3'22132 A=29'06'024(RD Bs=3'22/32' fl III / / I0=6'52'417' Ls=24000' Ls=201C4d D=522'l32' Ls=200D(Yl II I l / / °/x SL=254826' LT=I601)2' LT=/3336' L=863.43' LT=13336' lII
T=20192bY ST-80D2' ST=66E9, T=44124' ST=6669' // l 1/l I l l / I .` \
R=833.00' R=1700A0' el1I
DS=50 MPH 05-50 MPH /// JN ::,/,/,/ii/iii.g.
/l// /l /l / / c I I \\ LI-YRPCA- -Y_RT- li (Pls SYa 60+4020 PISYa 62+70D4 Ply Sia 64+9812 P/SYo 241+6190 Pls Sla 248+93.]ld/ y/6d'c\// / / / / z �, '�: �\ $^�Bs=246'072' A=13'S5'Olf(RT) es_2'46'072' A=2'325/b'(RTl Bs=2'S7'03fLs_I%DO' D=3'50'433' Ls_'gip L=103 326' Ls_2 0,00' IIi1/II ///. / / I l l c �1NpIIF,,� $i,LT ST 98DY T=18185' ST=48AY T=5IbY ST 80D2' \ //lI �h c/ / l / l l zs'o„ue'i 'W \� `,\ �NR=1.4900d R=2.330.00' l II ;/ / eireuI �F
OS=50 MPH OS=O MPH \ I� / I�� /,/ I/ I I / Y °I /I \
YR Sto 58+'499lLTl \ e AA l'( /I/'/ y ... / / / / I \ -YRPA-Sc Sfo.2]s556 1,1
•
R=d3341 \ -Y--2' 'i+'/ua // ,///�/Q4////I /'1' n sl o Mee..o //� \ \\
SE=50 MPH I? \ V / /9 ✓/ j %// / / / l ' A`F,i® �� r
l \� // // l z 1 FYRPCA Sa/"r 65+..J1 I I�`
\9 ' ✓ //ro .gi �,.// �s �l? cam
/ \ o !s� / /i.e. / / / q II] l �, �ux /
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_= `_ _ s48 ,‘,/,'' /./ / i!v gra RAMP RECONSTRUCTION Il a/ji
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�� ' ®A 'Y1T ST ST0.349+04A9 �� �' e �\,41% \\\ ,�, six"once s --\\ 1,* —4 \\ \.. ••• '•• \\ _I
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eworE ' 'G. e. Y1T-Por 349+ �RT® ". \ •+44J'„ \\ _,
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SEE SHEET 57 FOR-Y LT-PROFILE
SEE SHEET SEE SHEET 57 FOR YE_RT-PROFILE
NO 100 -Y RT- ��' „ox",. -, y=`` 4. SAP 5�k N�Oe��OSEE SHEET 58 FOR,J1-PROFILE
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S 03'39'46 W LANE `` I PROJECT REFERENCE NO SHEET NO.
0 "' 38/98 24
� 100 04'.
RN✓ SHEET NO.
-YRPCA- -YRP - ROADWAY
ENGIN ERSIGN HYDRAULICSENGINEER B
Pls Sta 74+96.43 Pl Sta 76+4/.07 Pls Sta 77+85.63 Pls Sta 11+33.36
es = 3°47'39.9" A = 5°54'5/.8"(PT) es = 3°47'39.9" es = 3°22'/3.2"
Ls = 200.00' D = 3°47'39.9" Ls = 200.00' Ls = 200.00'
LT = /33.36' L = 155.87' LT = 133.36' LT = /33.36'
ST = 66.69' T = 78.00' ST = 66.69' ST = 66.69'
o` R = 1,5/0.00'
E = 06 _I--11••••---
DS = 50 MPH
I NC GRID NAD 639
CONGRESS STATESVILLE, LLC DOCUMENT NOT CONSIDERED FINAL
M 0
II II DB 1532 PG 1446 UNLESS ALL SIGNATURES COMPLETED
N 1 1 1
•
1 ti .
* 'v N, CLARK EQUIPMENT COMPANY
W *'X* 0 DB 1906 PG 2178
W alp 1
1
W) I sUJI j s
mi N
W /ERIAL UTILITY EASEMENT o E DIP X X X x X—A AERIAL UTILITY EASEMENT 2421-0X 443U-El ••
/ — DB 2123 PG 13]I g EIP 48'W STING R 48.WW o 48'WW GB 2112 PG 163 E48"WW 48"WW .WW 48'WW
N x x x x O
T�— --T — TFtr——
, — T Fo-- --_ --T-- — _— _
F D—— --T F - — T F P—— I� —T F O—— T F O——
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SPECIAL CUT DITCHWHINGE
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SEE
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. i MTA=6R 48I CHLLx T 1 )C SR 2I87CG1EMNAY DR 24'BTC46'CHL)C XT X -�XMTL T�„u,. 48 SN�?C""�JF�"uX-L� 2M1u'.L� V CHL�, :u�,?�nuf?Lrtir+l r!wr!:Zr!?v�L wr. !Lr�ir�wrE wrL"vr?4>tr!.. ) ) ) JB vMMH�II'v!!tis> r8,r,,,.,s...�r?4u+.�u! rtirNJ^tr?ter wr+��r rT..A..�.x48"CHL W
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--—————-Y14PBT ST Sta.10+00.00 I
O -Y1 N-1 POT Sto.l61+82.40 (48'LT) c c c c c c c C c c c 41 2GI-A nx c C n C ( t/')
O -------- C _ . _ ._-- ------------ — — _ — — -
c c'
------- —___ .. ._ _ .. _ ._ 2GI-D 41 �llikal 11�'t s.
+26.4 <2416�FS I RCP-III f® - -' - 42"RCP-III 24"RCP-III 42 2GI-A W
OIO TOE PROTECTIO p5 15"REP-Ill DI T 'A •"DIP 36";
GREU TL-3 2GI-D WITH CLASS B RIPRAP 41 �� _. � IFS <2419� FS LLB
r — 8;1 SEE DETAIL 31 2GI-D JB`iMH 48"RCP-III AMP h 2GI-A N
- :I_ 41 .' OVE SPRING SPRING BOX
r _ --r-= COLLAR -o9/ OTCB��
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—-- --PLUG/r- 6' �M FP �OWP.BLE FILL -- --�N,� ---- I
ry -
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I Ali40 G _ RETA� a -Y-N- CONC ", _ 4�p 2Gl MTL -' AT! MT RE • 2GTI EL r- -' - r i 175®
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= - - - - wlv� 15"RCP-IV - - - _ - - _IV RCP __ - - - _ . . 2Gr— vo _
o AM§ 54p5> - / � a''M O
U ,HW --- -_,°.' k
Q ------- 1 C 15'RCP-III R1PRP 33.33'
Inr"
J --------- �40qAS JB -ililliiirat
1 I ®2GI l ) 24 RCP-III =i
2 �C - 2GI-D •- . �I FS / 42 2GI-A --
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/ PCA CS S c - - sus .. . ..r, x. . .. .. .. .. .. -
-� � / � .__) "� - 333 C FA.E CUT RIPRAP 9j"Y��/Q lYR ..77+18.94 �-� .. LV
C -
L .ca - RPCA� .__ - .. G ZL--_ . SEE DEI IL63 ,P/..Z� --^---_ 1
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m ��.. i -y "C END SBG .. .. ./...... 42 H - +k iR-Y- -_
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m N i " + 1 i ,- '-_ DB 336 PG 412 r
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/ _rn ZcR
v
I PIPE OUTLET - ---------
m rn CIA /- C \\ I // 30p LH DRO TAPER .. -. SEE ADETAIL 30NNEL BILIZATION L./POT �S"t0 469+50.42 (60'RT) ____ ___ _ -- I
-
a
• 0 - F -YRPCA- SC S a.75+63.07 CL I RIP RAP
N C - II i
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SEE SHEET 58 FOR-Y N-PROFILE
O SEE SHEET 68 FOR-YRPB-PROFILE
i SEE SHEET 68 FOR-YRPCA-PROFILE
mw
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0 3U
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V20
N 1]O
T./CC
lD/CL

DO 11�1 NOT C SIDERE�L PROJECT REFERENCE NO. SHEET NO.
UNL �` SIONA RES COMPLETED I-3819B 37
ROADWAY DESIGN HYDRAULICS
LcD
ENGINEER ENGINEER
—L—(LT)
31 I #75: 1448255
131 I '2.92
870 1s R
.1 I t , 86 .65
H ; I : Iau: L,L '+ T■ A 1R► R Y T ( T
-YRP/C
• a 7 lit WIN WALL , ira
-
860 ® 860
HRuXIt
P1= 128+86.4/ Y_LT STA.342/3259
850 EL = 840.96'
VC = 500' -L- Si/JS' -90.6 7 III 850
L KTA,/2'--44.84= K = /5/ •Y_HT STA.242�.5.1
-1 MG( STA 5R+49 3? DS 60 MPH _--- - -
8403;11111�1�I����ii -As..., _ 840
EXIS7 1MG peoPor _- =GR1I1111i111
BEGIN GRA € . l/'MIN. G - ■■n�IIB�17�����
L_L04'5' -� IIIIIIIIIIIIIIIE
830 ,se4�5' \__-- -------;"----
-_ -. #- P?GPOSED830
N 754788 E 14,478!•
GRADE
P1= 121+00.00 I I 11 - -� -L- STA.127+82.07
EL = 809.89' - 4.11'LT
820 VC = 2/0' ELEVA = SIDE 820
K = 138 _ .-- CH$END SQl Oi�i N SIDE Ill 111
DS = 60 MPH _ --- MF I AN OF t-40 II
810 810
__--- (+)G�4270� I SEE SHEET 10 FOR -L- PLAN
800 800
118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 128+00 129+00 130+00 131+00 132+00
LIM 4/5
N 754730 E 1448255
870 113.08' RT 22.92 Q/860 ORIDCE 870
ELEVATION - 862.65
CH$FLED X ON THE SOUTHEAST CORNER
-YRP/ I OF B2 DG_ WING WALL I
„< h-
860 �H 06'': —L—(RT) -L- ST,413/-/23,/3= t 860
P1= 128+26.40 Y_Lr S7 A.342132 5,J 17'M/N.
850 EL = 83058 . 850
-L- STA./23-'4484- K = 152 _ -
A _ ' - DS = 60 MPH -
_
840 ���������������������������������������������� IIIIIIIIIIIIIII ■■■■ _ - - _ _ 840
-. • __ . •
iiiiiii
i MIN. .. . ( - �-•�r
..
;1 : 11111830 11111 -— NE "" ""EN
830
-a - - __ r c -. ■■■ .... ■■■■
P1= /21+00.00 I IIII iJ - -- - 111 11111111111
EL = 809.89' - 11 LT uu
7 820 VC = 2/0' �- "''iATION = 825.57 ■ ■■■■ ■■■■ 820
m K = 138 -- - - 111. op., ■" IIS1.?IDE iOF DUN
DS = 60 MPH ■■■■ ._ FDIAN OF I 40
1 _ - �e� ■
810 -- �= 810
N - ——� -
_ - r_. ■ oo ■■■■
v _ _- "-� 800
- J n.rc� 111111111111111111111111111111111111111111111111'llllllllllllllllllllllllllllll
800 -
11111111111111111!! •s-` ��T y� �i��____ .�""'
9 ,yu/_r_ EL.800.30'
790 'H EL, 793 9• 790
oT R S' IAL : U 'Da H
SEE SHEET 10 FOR -L- PLAN
E. PI STA 112+00 '
o O 780 L.792.20' 780
N OO 118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 128+00 129+00 130+00 131+00 132+00
l9/dW70

o- PROJECT REFERENCE NO. SHEET NO.
o,
-3819B 38
-) RT-
870 t3kIUUt -L-(LT) ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
860 JXJTIN
R /ND
850 DOCUMENT NOT CONSIDERED FINAL
_— — UNLESS ALL SIGNATURES COMPLETED
— _
(-00.642C% — ---
840 I n 3F..hL 840
830 c ADESFn� 830
_END 5P-EC.AL
CUTCUT III
PI STA 133+17 LT BEGIN (SPECIAL C
EL.839.30' SEE PROFILE L'WQ
820 END GRADE I-Ok CONTINUA(( km. 820
LT- ST-.134 +10 00= P STA 134+00 LT
E 844 32'
810 7-WB- STA Y34+"0®] I 9.64' 810
800 800
790 790
SEE SHEET 10 FOR -L- PLAN
780 780
132+00 133+00 134+00
IIIIIIIIIIIIIIIIIIIIII
-Y RT- —L—(RT)
870 Bk/DU1870
860 EXIST INC 860
G OUND
850 850
(t)o�N22
840 —7840
-o
END er UE
a 830 PROPOSED /4. LT- STA.134+1 .0-U- 830
CRADE Z WB STA.'34 10.00
EL. : 4.32
820 co
820
co
N
810 810
N
/ 800 800
-U
m
-U
790 790
SEE SHEET 10 FOR -L- PLAN
a.
780 780
NOO 132+00 133+00 134+00
l9/dW70

C°, 1111 PROJECT REFERENCE NO. SHEET NO.
I
3819B
-L WB- ROADWAY DESIGN 39
DESIGN HYDRAULICS
LCD
880 ENGINEER ENGINEER
BEGIN EXIST. BRIDGE 'I""� END EXIST.BRIDG7
-L WB- STA.139+24.47 ■:=:== ice-WB-STA. IL0-� i.4:
870 BE DE , m■ m ■ I
I W: STA.134+ _ 111111E1-_ END GRADE BEGIN GRADE
L STA 134 F 0 00 h at J ..I" APPROACH SLAB : =:==�i MATCH EXIST.APPROACH SLAB
El $ d 32" P1= 136+90.00 -+r, - STA.138+00.80 -■ -----. -L WB- STA.1".=a'efm n ■-
86O - �: moms
EL - ■m DOCUMENT NOT CONSIDERED FINAL
EL = 846.24' R. 841.82' _ mom �m���■ ■ffir ■�
' -VC = 42/' ■■ ■___I UNLESS ALL SIGNATURES COMPLETED
15/
NEN
DS = 60 MPH
850
850_
840 MEMENNEMEN=Ii2//litifEVA=MEMENNEW
Jaz
.1„ II
■iiiquoin.no.-- _
�m ��� rlII=saWanM�RNWzlu:TIV:r.M 4__�'=== _ U •I .
_ -_ =MM
830 ��� y■�!: 11
..-. i111 :���.���.� 830
.m.... ■��I�fi �1 1
mom- �1111 \ ___ �_.�■ ,- -_ — -o
lera.. \ Sri._ _
�lyylrll9Pl Ell.I�� -
820 = •• ..T,O.p..•., 1 820
PI STA 134+0 a LT
El 839 64' 1
i if
810 :77
810
i
B_ -YRPC
I -YRPDB-
800 800
SEE SHEET 10,11 FOR -L- PLAN-
790 790
134+00 135+00 136+00 137+00 138+00 139+00 140+00 141+00 142+00 143+00 144+00 145+00 146+00
IIIIIIIIIIIIIIIIIIIIII
-L EB-
880 - 880
6EGIN XIS-.BRIDGE ND :X ST. •VD
870 L_EB- ST• 139+24.47 -L_E; : A. 40- „ 97 870
_w: StA.113 PE
_ d+1OOb= . GRADE :EGIN GRAD
-1.1_• S-A.134+10.00 MATCH E .AP''■•Cl- SLAB ' :ND D.APP°MACH SLAB
EL.8.4.32' P1= 136+67.00 -L_:8- ST•.1:9-00.54 EB- STA.1•R+62.63
860 EL = 846.84' . .841.94 :L.83 .42' 860
K = / all
K = /5/
DS = 60 MPH END GRADE
850 �1 . 1-&_LT- STA 145 f 60.00 850
_ _ �11111�1 P1= 141+83.66 �� 827.6 '
° •z'?�3fY - -_ nT' �oo EL = 835.93' --
N ems- �� � .J■■y
� ■ -•/00% NNEMEN
K = 2043 P�GP�r •
840 III i y r
1 - - ` w„� DS > 80 MPH �I�nO 840
�/73e
830 ` 830
IIIII11IIIIII \\ 7' ■ ■■�� _ �
�_ -- 'MIN. -
820 1111111111111 ` I� \ cx/ 1MC
820
i
c \ i 1
810 - i'" 810
. • -YRPC•-
- RPDE-
800 800
SEE SHEET 10,11 FOR -L- PLAN-_
E.
790 790
NOO 134+00 135+00 136+00 137+00 138+00 139+00 140+00 141+00 142+00 143+00 144+00 145+00 146+00
W70
/d l9

c°r 11111 11111 1 1 PROJECT REFERENCE NO. SHEET NO.
— I-3819B 40
870LcD
-L-(LT) ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
860
850 DOCUMENT NOT CONSIDERED FINAL
BEGIN GRADE 11 UNLESS ALL SIGNATURES COMPLETED
-L LT- STA.14`— -- END BRIDGE . ' Pl= 157+00.00
-LWB- STA.1.51-i17D0 _ -L-(LT)STA.150+16.30 EL = 83159 840
840 EL_827.•5' BEGIN BRIDGE EL.819.36' ,
-L-(LT)STA. 148+56.05 END APPROACH SLAB i•m •• K = 7/6
L-(LT)STA.150+60.93 II DS = 280 MPH
■ ► _Ii71:•_ . c _• ' III EL. 819.16' •• - - i 'J
830 -L-I in 1i r ...� ...�.. 11 'IA* 2i 830
.■ i iii� iiiiii 73;"III
■ 111■ ■■■►,1-��,"11 onam■11 -- r
,---_- . 111■C■■■�1 �i1Q ■Aii — - -_�
820 --- __ !!!!!...1.i "■iilll �� _- 820
� �J:! ( ✓?; ll)G/- //Y'J'TAT/IC DATA
----- - - --- -- 1111EILIMINH,® m _ . �� 'i aFsJ(�rl cLscl a - 1480 CFs 810
810 - - 1 -JEs,cr1 'RJ._.utNcr = 50 rR
K�STING ■ DFS,GNI iVl ELE/AT/OA' = 753.1 FT
CR°C'D : A .'PI
ITSK : = 111■'MEE:�E11 E 14501 6 RACE DrcC?-IARGr = 180' Cr
■ dAS5 l-,�EOUB 0Y = 100 YM5
N 754895 E 14498'25 I ■
800 -L- of,q 46-97,89 F1 71.26'RI PASS NWg!F'v4IT IOW = 753.8 Fr 800
21 7.6$'RT Ems, _ •. 81 + 0/ERTCPPIIIG DISCHARCE= /6000 �m e
.I EVATION = 814.55 •1,` ,Ir CHISF FD k 0 - ,•RTHFAST CDRJFR Oc 01/ERTCPP.ING FREGLIENCY- ,> 500 (+l YRS.
CHISELED X ON -HE NORTHWEST CORNER OF NC' E P I O ND 4AT+.i SIN 0/CR'rcr'Pi NG CLCVAT19K - 522.E F'r
BRIDGE WING WALL !I'
1
790 rr DPI F ol- SURvt Y = Cl/14/ 019 790
•;{ ;i ` ELEVATION SEE SHEET 11 FOR -L- PLAN
� , u , BE REM:1v AP AT DATE SF SUR'/FY = 784. FT
780 1 I 780
145+00 146+00 147+00 148+00 149+00 150+00 151+00 152+00 153+00 154+00 155+00 156+00 157+00 158+00 159+00
1
1 '
870 -L-(RT) END 3'BASE BERM DITCH 870
W/CLASS B RIPRAP
PI STA.158+32 RT \
860 EL.837.52' \ 860
BEGIN 3'RASE BERM DITCH ENID 3'BASE BERM DITCH\
PI STA.155+50 RT PI STA.158+32 Rf
850 EL.840.99' \ EL.837.52' \
\
850
BEGIN GRADE
-1 EB- STA:145+60.00 -L - A.1 I+ 6. D
840 ,_' 4EGIN BR 6 0� ` •' \„ =_ 840
° -L_IR?- A. 43-56 JJ EN* APP; •A H F,LAB ---------•-- -- \ l .3,I/42%.+,
EL.821.27' + •+ • - +t_��
N BECAVmh 97w'd��� m ■■ mom -m �,,
-L 11— A.1A$-1�42 i ��r �/
830 - IEL.822.13' GRAD o �.3 830
_.,-, ■■m■■�■■m - -ME=MMEMENI— o� '
0' - i J Oi - s`— P1= 157+00.00
820 -- 1 _ _ =off vC = 180' 820
m -- --_ _ - - -� __ -- ` K = 7/6
m -r- - - - `�- -_� _: _ Y — DS = 280MPH N
n ® m (-K 97, ((
4 810 BM #? _ �- �0.5000� 810
N 754895 E 1.8 9$>Z
- PR9F0-'0 ^a =/e / LT AR
-L- STA.'46 S7.$9 t \ 5/025NG
217.68'RT \\ P07JND
CILEVAT1ON - 814.35
i 800 • ••i, • - ,p, `,END SPECIAL CUT "P DITCH
m - ARID a e WALL , PI STA. 150 A 15 RT \_BFC,IN SPECIAL CUT 'V`DITCH 800
— ,, E L. 812.08'
BM #91 PI STA.153+00 R
o NENNEmsso 'rswr
755105 �450186 EL.813.010'-
— ���.�.
790 . , L- sTA -5as9-,66 790
T '1'•AI�J/ = El/ST,n� C ERT i ELEVATION &T SEE SHEET 11 FOR -L- PLAN
E. VIEW TC _MN5D ■ 51 .02
•
Cl-H;rELED X ON THE NOR-HEAST CORNER OF
o3m 780 ■.'I (CONCRETE PAD AROUND CATCH—BASIN--
780
Nm 145+00 146+00 147+00 148+00 149+00 150+00 151+00 152+00 153+00 154+00 155+00 156+00 157+00 158+00 159+00
W70

PROJECT REFERENCE NO. SHEET NO.
0
co
I-3819B 41
ROADWAY DESIGN HYDRAULICS
920 ENGINEER ENGINEER
LD
-L-(LT)
910
900 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
890 890
cxi5TING
iROLIr1D
880 880
870 870
PHJPUSL U
860 r-Ra._.€ 860
850 ®` 850
840 840
SEE SHEET 11,12 FOR —L— PLAN
830 830
159+00 160+00 161+00 162+00 163+00 164+00 165+00 166+00 167+00 168+00 169+00 170+00 171+00 172+00 173+00
920 -L-(RT) 920
910 910
900 PI S—A.170+00 RT END BERM 'V'DITCH 900
EL 877 53' _PI STA.171±on RT
EL.882.36'
BEGIN BERM 'V'DITCH END BERM V DITCH
890 R STA 166+. I RT 1 PI STA. 168 W 88 RI ` 890
EL.877.85' EL 8/5.17'
7,'- \
880 h ---;��3�_ � — __— 880
r—),.uv X
870 GRArr --�' 870
. \,
860 +�!c '� � Cx r�c 860
BEGIN 3' BASE BERM DITCH �-
--
W/CLASS B R1PRAP
PI STA. 6a—Lu KI
850 EL.842.6v 850
840 c+13n7 i---
�
__E��
840
SEE SHEET 11,12 FOR —L— PLAN
E.
830 830
NOO 159+00 160+00 161+00 162+00 163+00 164+00 165+00 166+00 167+00 168+00 169+00 170+00 171+00 172+00 173+00
l9/dW73

o-
PROJECT REFERENCE NO. SHEET NO.
.
co I-3819B 42
ROADWAY DESIGN HYDRAULICS
LO
940 ENGINEER ENGINEER
-L-(LT)
930
11111111111111111111111111111111111111111111111111111111111111111111111111111111111 ••• =� PI= 183+82.00
EL = 914.04'
-. ■ ■ VC = 1,580'
920 —1 18
DS >480 MPH DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
■ 1111 111111 11" ., .'
910 - 910
_ __ A
�..• — _ -mommommorerstaissma
900 ■■ ■■ 900
NE ninsi,
890 ■■■ ter,-. — = ■■■ 890
880 '— IIII— 111111 111111 1111111 880
■■ • ■
.n.•ii:nJ_—L'I.:f4•i4 111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111
870 Illr.WA-IM■ 870
11111.17111P-
:. - 1 •�.11R!r# .. . ■
A FIRE B'
860 I 860
1 SEE SHEET 12,13 FOR -L- PLAN
850 850
173+00 174+00 175+00 176+00 177+00 178+00 179+00 180+00 181+00 182+00 183+00 184+00 185+00 186+00 187+00
940 -L-(RT) 940
930IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII EMI IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII11111111 _ 'nun IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 930
11111111111111 ■■ P1= 183+82.00 111111111111111111111111111111111111111111111111111111
EL = 9/4.04'
L, VC = 1,580'
920 K = 418
■ �..ems, l. lil^:, 920
DS > 80 MPH
-I EL.
-I- a�si
910 - . _ -- _ P. -- 910
o, ..
N --
v —I I - ■I■= �. —- ----"j
IJ■� - z -_
=MENNEMEN=Er
900 _filii.r _ - - = 900
1p
EN
890 �� .. c...nn. 890
-oo
N. MENEMEN— =MN ■ - 42MCi!EUVI
880 ■ =II■--■ 880
Cco CV V11111111111111111.. nn #96 m,11 �E�Eli
E 1452624 �■ �mm��
co �ei�. 776+02.27 ■ NEENNENNEN
I S �■s:caiIwiiii�
870 , 153.28' LT --------------EL.89.:79'- Al 11111111111111111■ 870
m.ATION = 880.13
m CF'7JELh ) X 0 THE SOUTH FLANGE ,'O 5 IENNE
y ' FIRE HYDRANT I ■m�
o END SPECIAL DITCH - 1=1==--
860 •••••. , _ ,...M'.T 1 .1. .. 111.1 860
E. MEII I II II SEE SHEET 12,13 FOR -L- PLAN
850 850
173+00 174+00 175+00 176+00 177+00 178+00 179+00 180+00 181+00 182+00 183+00 184+00 185+00 186+00 187+00
.70_
l9/d

o-
cr PROJECT REFERENCE NO. SHEET NO.
ro I-3819B 47
ROADWAY DESIGN HYDRAULICS
850 ENGINEER ENGINEER
—LCDEB-
840
830DOCUMENT NOT CONSIDERED FINAL
ll
— — -- - UNLESS ALL SIGNATURES COMPLETED
�'
tL _ _ 11111111
820 ii 820
i i
--
- r ei iI E T,EX S , —
• yl''OA S i►• _Ir • _ P1= 48+85.00
810 rally eiA.38+16.7Q - -__ EL = 797.14' ® IIIIIIII 810
EL.8320-6 VC = 280'
i i- DS =l52 MPH '•�• . • IIIIII'I
I -
800 4 - - - �11111111800
--_. 1 (-)0.5/. ' ----------- - ---
790 - N. t 790
----' BEGIN GRADE
�` -
TIE TO EXIST APPROACH SLAB
780
-LCDEB- STA_47+28.6 780
i EL 8[12 D4
1
.-/
770 770
SEE SHEET 9 FOR -LCDEB- PLAN
760 760
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00
s3o —LCDEB— 830
820 820
810 810
P1= 60+55.00
EL = 791.07' PROPOSED
C 800 K = 248� CHALK 800
DS ) 80 MPH
N
7,
---`
790 ----—-
-
co
780 :,, ^'•' • 780
N
770 770
co
7 ;J_,..°TE'°L 5'BAS DITCH]
aPI '. I'm5rl K l
760 f L°'78.. / 760
S END LATERAL 5'BASE DITCH / l
o PI STA.62+81 RT '
750 EL. 777.$0 750
SEE SHEET 9,10 FOR -LCDEB- PLAN
E.
740 740
NOO 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00
l9/dW70

o-
cr PROJECT REFERENCE NO. SHEET NO.
co
-3819B 48
ROADWAY DESIGN HYDRAULICS
860 ENGINEER ENGINEER
- RPAC
85o LCDEB-
LCDEG STA.7G I C0.7 i
-YFi'PAC- 2TA,_9+73 0/
840 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
27'+/
830 _=�; 830
820 —�- 820
810 PI= 70+20.00 810
EL = 795.81'
K = 235
800 DS ao MPH �!� �' - 800
- -�� ,-JI16
- -- - --
790 • _ ---- ---- 790
780 ` FX/5TtNC 780
6, UND
SEE SHEET 10 FOR -LCDEB- PLAN
770 770
66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00 77+00 78+00 79+00 80+00
880 880
870 -r-LT2- Yam;2- -LCDEB- 870
RIF,,6E BRIDGE_
END UE
860 A P1= 90+39.12 BEAN APPROAC SLAB 860
L DLh Sl A.rS PA'.'6=
EL = 845.54' LCDEB SSA.92 48.22 BR-DGE& APPEC.ACIIL,a
ID`B Sa`�.8� 672= ROP07ED VC = 375' EL. 41.04rFF rONttJtriCtFO
PI= 82+55.00 -Y_LT- ST4.3;74,60.30 T f�•39 PAD> A K = /27L ND RI
EL = 839.18' 1 M1N. DS = 56 MPH 850
m 850 VC = 430' 7'MIN. -LCDED- S-A.` +84.06+
T
DS =1560 MPH _�__- ----________ -- -----'-�� � ------ _ 08u % 2.1
840 - --- _ -- - - __ — -ia—� ____ `— 840
-iJ :_— -_ —— `— -
>
Cr A - --
` ——_—- _—' i
830 g EXISTING / 830
R
co \\ /
820 1REr''tN BRIP E \\ /7. /v. / 820
-LCDEB- STA.52+73.34+/- \� /
/
810 `v, - / 810
T
Y 800 800
SEE SHEET 10,11 FOR -LCDEB- PLAN
E.
790 790
N.-0 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00 91+00 92+00 93+00 94+00
\/0_
l9/d

cr cr PROJECT REFERENCE NO. SHEET NO.
-3819B 49
ROADWAY DESIGN HYDRAULICS
Lo
870 ENGINEER ENGINEER
r
860 BRIDGE & APPROACH -LC D E B-
SLAB CONSTRUCTED '
04 EB- 4 BRIDGE & APPROACH SLAB
BEGIN GRADE CONSIRU(TED OFF L
850 v/ END APPROACH SLAB DOCUMENT NOT CONSIDERED FINAL
-LCDEB=STA.9 +1T.O5 BFOIN BQIDG` END BRIDGE UNLESS ALL SIGNATURES COMPLETED
1 EL.8 7.5 ' -LCJtB- STA '01+66 1821. 8-8.72 IA. W3+14.C9
840 � 0'ED- PI= 98+25.00
_L EL = 828.79' END CRAOE/ 840
VC = 180' BEGI1�E TO A"ROeC-T SLAB ECIV GRADE
K = 79/ -LCDEB- S-A Y41 t19.98 NL/iIE TO APPROACI• SLAB
A DS = > 80 MPH -I M2 OS" L<C:EB— STA.103-55.24
■ o L �_ r4 L. 318.49' PI= 106+70.00 830
830 EL = 816.19'
- •-___ K = /36
- 4v-� r- DS = 60 MPH ___
820 — ---- �� .1-7 , a —_ 820
\ -_-_--. --cy,
EXIST'f,,l/6 Pl= 100+20.00 _ 0.7302%
810 CROL/NO EL = 824.22' ___ -_- _' --
810
VC = 180'
K = 883
DS = > 80 MPH
800 800
790 790
SEE SHEET 11 FOR -LCDEB- PLAN
780 780
94+00 95+00 96+00 97+00 98+00 99+00 100+00 101+00 102+00 103+00 104+00 105+00 106+00 107+00 108+00
880 -LCDEB- 880
870 870
860 860
���--
c 850 PrdUPOSt D— , —" 850
PI= ll1+00.00 CAE O 60/ - —�--
N EL = 832.58' '
E 840 vc = 180' �_ -- 840
K = 245 V -'
Er,_' PI= 106+70.00 DS = > 80 MPH
4 EL = 816.19' _a7 1 '- ---'
2
VC = 618' 61 '
830 K = 136 r� 830
7 DS = 60 MPH -
a cX 1ST ING
820 yWOUND
N
820
m
N
/ 810 810
-U
Y 800 800
SEE SHEET 11,12 FOR -LCDEB- PLAN
E.
790 790
NOO 108+00 109+00 110+00 111+00 112+00 113+00 114+00 115+00 116+00 117+00 118+00 119+00 120+00 121+00 122+00
l9/dW70

0
PROJECT REFERENCE NO. SHEET NO.
I-3819B 50
ROADWAY DESIGN HYDRAULICS
920 END GRADE • ENGINEER ENGINEER
LCDEB— m••••••••••••••••••••••••• L 8D0—�,SrA.I 1211 J11,i111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111
•
1 •
910
9001 ii -
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
890 890
" I' 1 1 _ 9
880 . 880
870 JIIIIIIIIIIIIIIIIIP11.11111111171!1'
870
r860 \ 860
1111$ I I I
1 I I I
I I I I
850 850
840 840
SEE SHEET 12 FOR -LCDEB- PLAN I
830 830
122+00 123+00 124+00 125+00 126+00 127+00 128+00 129+00
PAGE INTENTIONALLY LEFT BLANK
L
a
-a
a,
m
N
/
N
N
n
vN
vm
v
N
m
N
A-
I
i
-U
rn
T
Y
Cl'
/
m H 1
0,9.m
O 3U
N 2
NOO
V L 0_
\/0_
,9/0_

o- PROJECT REFERENCE NO. SHEET NO.
o,
co I-3819B 51
ROADWAY DESIGN HYDRAULICS
870 ENGINEER ENGINEER
-),RP -
6R E
860 LCDWB-
ICNA- 4`A,8%754P5=
85O DOCUMENT NOT CONSIDERED FINAL
_LI-/SAC_ Si A.58-189,26 UNLESS ALL SIGNATURES COMPLETED
840 840
2�' ,+12k 9%.
0552 —
(+)4�
830 -- 830
= 80+50.00 _-__,_-_-_:----
PI P1= 86+50.00
EL = 8/0.80' -�— EL = 835.13'
820 c VC = 400' ---- VC = /50'
BEG y GRADE, GROUND G \ K = 4/6 K = /07 820
i CDWR- S rA 73+7E31 \ DS > 80 MPH _ - DS = 50 MPH
_EL.795,07 \ ----
810 PI= 74+10.00 PI= 75+80.00 -
PRnPO`,ED 810
EL = 795.24' EL = 796.25' ' l+4.0�52° GR4DE
VC = 75' VC = 245' -- 1413. 945%
DS >80 MPH DS =950 MPH =e—
800 s - --- _� 800
_ n
--- 520% +0-925% '+)0 5�2 % +-
790 790
SEE SHEET 10 FOR -LCDWB- PLAN
780 780
73+00 74+00 75+00 76+00 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00
I I I I I I I I I 1 I
sso -LCDWB- 880
I
870 870
860 860
EXISTINC
GROUND
850 fl END G�. a 850
-LCWR- ST'.87+I40.3
S EL_817 7
L
840 �, 840
-o �, +)2.6470S
830 830
N PROPOSEn
S 1iR/Jt
m
4 820 820
N
CO
CV
P1= 86+50.00
a EL = 835.13'
810 VC = 150' 810
K = /07
S DS = 50 MPH
m
T
Y 800 800
SEE SHEET 10 FOR -LCDWB- PLAN
E.
790 790
NOO 87+00 88+00 89+00
l9/dW70

0- PROJECT REFERENCE NO. SHEET NO.
0
co A IIJ;G' IL ?A(NI' '7,ITA I-3819B 55
ROADWAY DESIGN HYDRAULICS
to
850 —Y S— ENGINEER ENGINEER
�1. �E� it SC`lPv4R` 7 9 �FS
�_����
MEME=MMEMEMEN=�rz . L7J
�: EL( U� Y1-5
=WE .. HW E i LVATd0N 785G 'TEmEmEmEmmoommommoffe ,
1111
�� ►� D/SCHAh = 8557 FS
840 =ersaty FRL .LLN:,Y - (U YPS
—E ' _ OW LLEV4T/A5 7d102 TT
MPIIIIIIIMPIUMIIIIPPMIMM=MIMMU!!nll
20il,=W,Ir2r0•1_ _ ___rneraa OPT/Ad, D'SC''-7<.RG - fSD _.FT
+� OPPItiC r5EOJEN 2 3)0 (4') (PS
n� carom om rn�eryr
■a MIEVaSr' OPPIVC GFVAT'ON - 7,5D TT
830 �,-r■'r, DOCUMENT NOT CONSIDERED FINAL
—_—� OF SUPVc Y = 0,,LS/20'0 UNLESS ALL SIGNATURES COMPLETED
MEME=MMEMMENNI__—
MEME=MMEMMENNIIM=i71 im
�J.c EVATI�� D GRADE -Y Sr m h30+ 3,90E 11 85' -
����._ .:� 792 Ft820
820 r1N21 B2rTeI� E B GIN GRADE -Y RT- SETA 23 +6 .90 24'RT),EL $11.85
-Y S- Silt 120 1 24.5� END BRIDGE BFGIN GRA]E -Y=J- STA. 330+63 0 24'LT),EL 81185
EL.799.22 I YS- STA.122+17.57
EL_795.60'
:14.31YT ii:tei tiimm____ mm� - PI= 124+52.4/
mm�
810 �.wa�Ar + m�� END APPROACH SLAB EL = 781.28' 810
a + -Y S- STA.122+41.70 VC = 1,220'
■•,,_ EL. 795.34' K = /37 PPOP
�
i______
- _ __ _ _ �mm� DS = 60 MPH GRfDF �
800 ill ���� 800
�f�
BEGIN LATERAL 5' BASE ) _ _ K 753519 E I44819Y
780 STA. 19 I `� :f • l 3 y s 3.07/ Y_5 51A 129+-03.46 780
790.44' 'r '
\ 29.36'LT
'31. 0 50% �' �- „ —`Y Sj�'O C��iIISELED X O THE SQ92. 4SIF3E OF
I STA.118 1 50 RT J `� R EN'"' Oh 00NU CONCRETE PAD AROUND CA-CH BASIN
. 776 50 F TRAIL
770 770
END v BASE LATERAL DT(,)-I f -
"I STA 120+80 RT F ,
ZR K SEE SHEET 21,22 FOR -Y S- PLAN=
EL.775.31 �
760 760
118+00 119+00 120+00 121+00 122+00 123+00 124+00 125+00 126+00 127+00 128+00 129+00 130+00 131+00 132+00
PAGE INTENTIONALLY LEFT BLANK
U1
L
a
-a
a
m
N
/
to
N
n
N
v
m
N-
v
N
IN
N
v
crn
w
i
-U
rn
Y
0
/
mCc
0,ON
cn
0 30
N 0
V L d
N00
\/IL
l9/d

PROJECT REFERENCE NO. SHEET NO.
•_ '' "'E I-3819B 56
ROADWAY DESIGN HYDRAULICS
880 -Y LT- �• PI= 344+8/.34 - ENGINEER ENGINEER
- EL = 882.72'
VC = 880' _
= /5/
870 • '��: • = 60 MPH860 / IIiiIVLlll1iiipiii!l! UNLESS ALL SIGNATURES COMPLETED
I1 I �� ---- 1111111111111
N1! 1 !!]'Pi,
iP!IIIIII -ram I ILE 1 Ph k f,,
830 ' I 830
820 820
810 - 810
800 - 800
SEE SHEET 22,10 FOR -Y LT- PLAN
/
/' I 790 1- 790
330+00 331+00 332+00 333+00 334+00 335+00 336+00 337+00 338+00 339+00 340+00 341+00 342+00
P1= 244+75.00-
EL = 882.41'
880 -Y RT- VC = 880' 880
K = 153
BEGIN APPROACH SLAB DS = 60 MPH
-Y RT- STA.240+98.00
870 EL. 863.43' 870
END SPECIAL LA I L. 'V'DITCH
PI S'A.240 1 50 LT
EL R56.10 m
860 Y7PCA START SPEC A_ JyTERAL 'V'DITCH 860
PR,f)G-E PI5 A 2..19+0R _LT
EL:81/.65
850 ( 6 -i% -- BEGIN BRIDGE 850
-Y RT- STA.241+22.17"
CD
L.864.52
in
A -
840 -r' PT- CPA %.'3 204P- --- 840
58PCA- 315.�1-`6./3 �� ,----' '� - -- BM #75
7MIN �/ - --- --- -' N 754730 E 1448255
830 i'/ 'f1P.44237' ) 2'L. -Y RT 5998�T+34.43 830
co BEGIN GRACE ,' - ELEVATION = 862.6-5
co -Y RI- ST4 230+6' 90= �. CHISELED X ON THE SOUTHEAST CORNER OF
p EL. 811.85' ,---
BRIDGE WING WALL
- \\\
m 820 ' : 4- -' 2'LATERAL BASE DITCH 820
PI ' A 238+50 RI
EL :3 CV
W 810 o ,- / PI S .. -38-00 RT 810
`-- EL.8••. 8
il
1 �/ AND 2'LATERAL D TCH
800 -
PI STA, 237+00 Ri 800
_ / EL 818.14
S - - -, SEE SHEET 10,22 FOR -Y RT- PLAN
EH
790 790
NOO
230+00 231+00 232+00 233+00 234+00 235+00 236+00 237+00 238+00 239+00 240+00 241+00 242+00
l9/dW70

PROJECT REFERENCE NO. SHEET NO.
0 D,
-Y LT- I-3819B 57
_ ROADWAY DESIGN HYDRAULICS
910 ENGINEER ENGINEER
YR,'AC
END BRIDGE PR,[)GE
-1' _T- TA_341+54 59
900 EL.873.14'
P1= 344+8/.34 ——1
EL = 882.72'
END APPROACH SLAB VC = 880' 'Y_LI- .S A.34H,-E P4=
890 1' t_— STA.343+78.7 i DS =1560 MPH -YPPA - STA.'f7-'-SC.07 DOCUMENT NOT CONSIDERED FINAL
-EL.873,83` UNLESS ALL SIGNATURES COMPLETED
noo X ( 02 _.
880 J)2- �� 880
i
870 ���- - --------- - i - - _ 870
— /
DE
860 — t TIE TO EX S- APPRONAfl�HGR 143 860
/ ELT- 3TA 3 45+63 79
/ cL.878.75
II'MIN.
850 i 850
-- _i,-- f
-,. - -./
840 840
830 830
SEE SHEET 10,23 FOR -Y LT- PLAN
820 820
342+00 343+00 344+00 345+00 346+00 347+00 348+00 349+00 350+00 351+00 352+00 353+00 354+00
-Y_RT-
910 910
i[:
900 t..;,
Vill
Pl= 244+75.00 900
� EL = 882.4/'II . VC= 880' . ,. .' ■ • K /53 .
890 Sbo PH .�� �, 890
11111 ,_.,1111111111111111 III � , � ,.
8801_1111111111111111IIIIIII��������iiiilllllillllllli I"'������������I!!!!!!!!IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 8809
s 111111111111111II iII 1 �011 1II1�1111111 ; llllliiiiiilliiiili1illllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll ll■11ll1llllllllllllll=lllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll
a 870 I j - w -I II1 I I111 111111111111111111111111111111111111111111111111111111111111111111111111111111111111 ' 1111111111111111.11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 1870
co
860 01 1 11 1 1
."■• - . '49+73.3 IIIIIIEIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 860
EL 878.73'
a
m
N
850 850
N
840 840
Y
830 830
m. SEE SHEET 10,23 FOR -Y_RT- PLAN
'9
820 820
NOO 242+00 243+00 244+00 245+00 246+00 247+00 248+00 249+00 250+00 251+00 252+00 253+00 254+00
W70
l9/0_

0- PROJECT REFERENCE NO. SHEET NO.
Q
co I-3819B 58
ROADWAY DESIGN HYDRAULICS
910 —Y N— ENGINEER ENGINEER
PI= 154+50.00 (LT)
EL = 874.58'
VC = 180' I
K = 1133
900 DS > 80 MPH
BEGIN GRADE ����
Y N- (LI STA.151 '' try- Pl= 156+84.00
EI+ 8 ..q ������������� EL = 872.11' PI= 160+78.00
VC = 250' EL = 869.80'
890 K = 533 VC = 180' DOCUMENT NOT CONSIDERED FINAL
DS > 80 MPH K = 844 UNLESS ALL SIGNATURES COMPLETED
DS > 80 MPH
880 - - 880
- ---� ZL-loo,V IN S' I. _✓�+1F�4 l_ IrJn I
I -x- c7 �Jv PI S A.15/+i7 LT �0� c
I
1 i _ /_"-TigmiI>riCiaC: mi* 1�1111� ." 1 ■
870 i - 111411PONIME' r . - Mrm stcoe... ' vinr.J^ — `■ rai r iiiai1� 870
:EGIN B GRADE IIItee: ��
Mu�s►u ������ BEGIN' G2Av ■ �■- , -------r+--1
860 ,' I , END NB & S: - 860
PI= 154+63.47 (RT) -- STA.155+59:O0= _•4 MIME
/
/
EL 874.44' EL.87 .43' UGH. h'Un
`` i VC = 180'
I K = 1024 UCL
850 - - DS > 80 MPH BEG , 1 •i w'' V DIT+ / 850
P STA•1160+75 KT
BM #82 - L.$60. 7` /
N 755715 E 1448197 END LA V n TCH gill END SPECI4 LA I.' 'DTICH/
840 -Y N- STA 151 08 27 ,• ., :... • 840
63.52'LT FOB C INLI• ION L 863.50'
ELEVATION - 877.30
CHISELED X ON THE NORTHWEST BRIDGE PIS A 157+I+I RT
830 ABUTMENT El+8' ' 56' 830
SEE SHEET 24,10 FOR -Y_N- PLAN
820 820
150+00 151+00 152+00 153+00 154+00 155+00 156+00 157+00 158+00 159+00 160+00 161+00 162+00 163+00
920 —Y N— 920
910 910
900 BM #72 900
N 757382 E 1448157
-Y_N- S7A 167+69.8L
2C0.51'LT
890 ELEVATICN = 02 890
PT. S°IKE SET IN UTILITY OLE 1O:S5co
Bn _��—
880 ------ 880
-o 'PI= 169+75.00 — --
EL = 862.62' _> .r: ---
-..D S1-:4 i'maimDi�O•:n ��NE VC = 600' s
870 P STA.167+22 PT DS =1360 MPH ■■■■ - - - - 870
L.858 59 _� � ---- -
N _
860 r \ \ 860
/CV
l �EE 1 T N9
w Aft-,IN SPECIAL CI DIP-- // / \ CROWD
pi STA 166 BEGIN SPECIAL CUT DITCH WHINGE 850
m EL !328 65+ i END SPECIAL CUT DITCH W/HIyIGE / PI$TA,171+00 LT
C 'I SIA.159+95 23 L1 Er: 8�3 37'
y EL.c360, 8
840 840
0 BEd!\ SPECIAL CULT DITC-
/
=1 STA.157+50 6T SEE SHEET 24,25 FOR -Y_N- PLAN
0,mm EL.858.65
cn
830 830
CV no 164+00 165+00 166+00 167+00 168+00 169+00 170+00 171+00 172+00 173+00 174+00 175+00 176+00 177+00
W70

o- PROJECT REFERENCE NO. SHEET NO.
o,
co I-3819B 61
ROADWAY DESIGN HYDRAULICS
880 ENGINEER ENGINEER
-YRPA-
870 P1= 14+60.00
EL = 856.49'
VC = 6/0'
K = 85
860 DS = 50 MPH El= 2/40.16O DOCUMENT NOT CONSIDERED FINAL
V EL = 685''l6' UNLESS ALL SIGNATURES COMPLETED
B:GIN I. DE 472� {1—I-)2.49 VC_=
1 2�� DS 960 MPH
83 4..
850 `� � � � - ,,
ELjj 850
------
840 (4-., 2i3% .___ - - t_ 2 �0—(.)� 409/ 840
9
0 ' _ _ -_- -----
BEGIN SPECIAL LA-ERAL 'V'DITCH ,V
830 PI= 10+75.00 - 830
EL = 838.3/' P1 STA 13+90 L! - --
VC = /50' EL.847.76' _-
K = 8/8
DS 0 80 MPH - -----_-
820 L END END SPEC AL LATEKAI w DJTCH 820
-- - , P1 S-A.17 150 tT
-• __EL836 32'
810 810
-
' ExiST NG
, " cROUVD
800 ,' 800
/,- / SEE SHEET 11,23 FOR -YRPA- PLAN—
790 790
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
900 900
-YRPA-
890 890
ND GRADE
880 7YRPA-
A.30 143.62'-
EL.865.05 880
P1= 27+49.00
EL = 866.00'
VC = 278'
P1= 25+35.00 K = 84
c 870 EL = 859.65' DS = 50 MPH
870
o VC = 150'
K = 90 36t9V (�-,0.3/!00/,
DS = 50 MPH -- -- -' v %1028NX
860 v , - • 860
(+)4`0' PI= 29+50.00
o' I__ /—sue,,. ,-Po OSED VC = 100'32'
850 J C5-AD- K = 1938 850
cn
- DS ) 80 MPH
u. PI= 21+15.00 E715i ANC
N EL = 840.16' pnuivn
4 VC = 685'
K = 96
CV DS DS = 50 MPH 840
m
N
01
V
/ 830 830
-U
Y
• 820 820
U
SEE SHEET 23 FOR -YRPA- PLAN
E H
2 a 810 810
NOO 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00
l9/dW70

Cr PROJECT REFERENCE NO. SHEET NO.
'
co I-3819B 62
ROADWAY DESIGN HYDRAULICS
Lf) BEGIN GRADE ENGINEER ENGINEER
880 YRPAC- STA.10+00.00-
EL 867.37'
-YRPAC-
870 PHOHut t LJ
0. GRA,DF
--____1 P1= 16+50.00
860 ,\ -____ EL = 846.43' DOCUMENT NOT CONSIDERED FINAL
--____. VC = 200' UNLESS ALL SIGNATURES COMPLETED
\ _ ) u K = 145
_ 0% DS = 59 MPH
850 ,,. '\\ - r- d 850
840 - _
---__ 840
'Utr. (z 1- ` _-
i�fl.rVl ■ 1 -`` - - --- ��
830 i 830
820 �� 820
P1= 25+50.00 ---_____-_,-��
EL = 805.02'
810 VC = 930' 810
K = 97
DS = 50 MPH
800 800
SEE SHEET 12,11 FOR -YRPAC- PLAN=
790 790
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
860 -YRPAC- 111111111111111111111111111111111 - 860
f11,r
•w tea■ rr �r . •
850 ran�1•1-.I •M.ull+01 3r.1-- M1111M111■11111MM■ 1 y r: mow minim 850
�.�.,.� ■r■....a...=.....■w�■■
./iR.' sL i7..m
'rims � ..., ,'.T.111■.....11111--7.IDIMN./IWW1
/1��� -. _!!1!!_r!!! ■■■■ ■■■m■■■■■��IPI:r:faiM`r l/�IIS_7u_ �i" �y�_I.M ny\1 M.11 MAT-r1.l 1 rr-
■ .1.' El Milltf 1111■111I11111■�!EliiiMMI
_I• �l�nc `/r•r L I --
840 ....a_ualyarr_air■I_IllI.I:�irri�rr�i■■■■�■■■0■■■■■����� ii 111111111111 840
MI=WhilliMagff 1 11 fM1111M111■11111M=M� :�IU�l....;�. .; MMININIIIIMINEI
N,..�MI,
= =■-I. :v.r. 4'1±1E. Er.`fwliVE.I NENN ■■■m■n■■ m..r471ii.• raid pm@ III: ii ., .',l.ar..
-0 �__I —__■■■■_■■■•■■■■■___ . .. " .1--.■I.
EI
= I ���••••N •••EN••••■ •moo.. �-
J�flQ.7 1 / E N= ooMo■=oo■ ��� J� -
■■■■M 820
a 820 �.._. ..�iiii= •. - -- ���s/
pa INYMEMMEIFIIJ�J�\— �••••��=H_ •� /a /
����a� .' ••. �•••••■■■■■■ i� ■�/K.7191—!/PlIIIW I2 MI•3- .7
810 —.�... �...�...... .I..�.
810
F - . •�����••• •�•••••■■■■■• �� / •�I IEl'-6%.I,I Ivr1l��7��i7
-.� � ��1•••• �•••••■■■■■• ��
a = __�������1•••• �■■■=••••■■ •� WiTOT T i,, ii7N!ENZIT Y=
— —LnCl�—ism .11�—lCE.■■■ �o■muu■ ', �� r.•.•... .. .....-•..••• ai —
N =iduT7I --.-_� I •• - -- • •••••••••••• �� - TPA
v —� • — •� M.- /_l.}7%M76GTA( - l
a —=-- �••••••■ ' •� ■ \ •'I�11a,.8JMIII/ �I 1'
800 �■■■=•■ •� ■ — 1 4 ■:• - 800
---- , _■■■•■• ,, — • -2. _•.•TiIIlrir_i..r_J■ - n
3 1' �I,rfi11111 I. 111
��MIIIMIIIIIIIIMIIIIIIIIMIIIIIIIIIIIIIIIIII�— —�•••r}°_. ��� ' i' L ~_-- F/ Ul ll:• 4, -- / I•I1.II11ir/P N'S�<I///
a _ __ n
MMMMM
_ n _ _
COONIVI
�=�� ■l— EL 793 8R EL 3.FR MMMMM _ t-- l•�-J7I.l l m�Mq. ELMI/lMMN.
MMMMMMM
c _ � =■■■--'e. i- �. ■ I
(I VI419)
o —�— --' T T NE
r =MEI-
780 �� �uR ■■ MA•STM.,'— 780
—■-- ul� .:►1;i-flits;tiati�E11111111111_ 111111 II I I n ' / r t1y�iW�/ ti •r _
—�--MENNEW- —T_ - ■■� ■
/ —�---ENNE :J L9 I'WDLMI..•'1=MEN= ■■� 11•l I_li.fNG9.1I.;1
E. = ■1ii•-•i —= ■■� SEE SHEET 11 FOR -YRPAC- PLAN
—=-- �vw
om — —� ■■�
2 a 770 ■ � ••— 770
N-.On 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00
\/0_
Lfl/d

o-- ■gyp■-p�ppp■=p■ I MEN=MMEMEN PROJECT REFERENCE NO. SHEET NO.
co I-3819B 63
=Et
_ ROADWAY DESIGN HYDRAULICS
910 —YRPAC- -=- _ ENGINEER ENGINEER
1111111111111 11111 11111111111111 ■_... .■_
11111 III I III11111111111111111 1 1111111 .—...—.._......._....— - - _ _�_ -- _ � - -
1=111 11:1111111:1111• Ile . .
900 _... IMIIWIIm1111 " NE 111•11111111111 ■ ... ■■ I..,.■■
■■■-■■� lAE.� -.��IT7.r73 T77.
1`1�u►�il.Lil31-Jl +il' YYMT= •E■■ • ..�...I:1aICll0�d99[Jua•I�a1i9:J� -.�isiGnlkriammommummEmmEmmEmEmm e
-d�%�-n•i%�e:i.i�n>!►��% �I�- i
���c.• - -I •� u-1 I ■ ■ ■ NE oou, e BRIDGE _
890 DOCUMENT NOT CONSIDERED FINAL
1111 IIIIIIII� UNLESS ALL SIGNATURES COMPLETED
■■■� nn■■■■■ ■ ■■ ■ : ■ ii'rei ■ „Y,r� -YRPAC 5T•.irff $'r6.
',IAA bh l t i■■i �■ 11�111111111 �1 . '� ._r'
■■.� _aAa��,ITTaa
880 -- • '.- - - ■.� ��.��V�Ja 880
END BRIDGE ■■� �- .,._.«•s.......,.
-YRPAC- STA.43+33.25 -11� EmEmEmmommm
EL.894.18'u. ii� mmmmmmmmmmmmwmmmmmmmmmm
■ � 11�111111111
870 II=lIlIIIIII - �, 870
END APPROACH SLAB II IH HII _ \...
YRPAC- STA.43+81.50
860 EL.896.41' '. I�IIIIIIIII r�t1)iCJ•L 860
immommomm1�=■ -- // - =MMEN k —JCai f- �WEAN/ .7ffbcdr■i.l:.. -
IIIII1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 11111�IIIIIIIII' Y_LT s-a 348t .d1 -- ,,_
850 / 'MIN. - 850
-YHI-DB- S'/�. ''+. .0l �/ PI= 47+45.00
7'A,JK. .' EL = 914.77'
. VC = 840'
K = 84
840 DS = 50 MPH 840
Yf'DAC STA,40100.19= I
-YRFr 5 d- STA ,+7 f-,e \ { ,,
i
830 i /I L 830
-, \... _ ___ _ _ SEE SHEET 24,10 FOR -Y_N- PLAN
---- ` I \ ,--i
820 \l 820
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 +50
��-� "" """""" III III
—YRPAC— SEE SHEET 23,10 FOR -YRPAC- PLAN
890 890
PI= 47+45.00 PROPOSFI)
EL = 914.77' 6HALC
880 vc = 840'
K = 84 880
DS = 50 MPH
870 PI= 59+44.50 870
EL = 854.80'
i VC = 435'
BEGIN APPROACH SLAB- K = 97
c 860 •YRPAC- STA. 56+33.28 J DS - 50 MPH 860
EL. 870.36' ``
N BEGIN BRIDGE - �Q� • I. a e
a 850 '- 90t1,V v -YRPAC- STA.
EL6868 28 E 850
Cr /
N
CO i840 �� _I i F �i�, 840
r `, C.u. 7'rill.
a �\ ,7'M N.
CV 830 .\ / \\ 1'R�4C sra. - yr 830
:::
-�. ----� ��� _ -- -- 820
e� 1./" —
'� �. 810
E. =YPP - STA,58i2S?-)- _____ ‘
m -YRPAC- TA, r.fco.Ss \‘-
0 3" 800 -L,OWP- STA eL/-54 95 T, ��, ` 800
N m +50 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00 64+00
W70

o-
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 64
N
;'-10`U�47 ROADWAY DESIGN HYDRAULICS
850 -�- -YRPAC- ENGINEER ENGINEER
2�77-i
1 ■
840
P1= 65+30.00 I ,�SCb
EL = 851.85'
VC = 260' -
830 L'p;in K = 85 - DOCUMENT NOT CONSIDERED FINAL
DS = 50 MPH `— UNLESS ALL SIGNATURES COMPLETED
820 820
810 ma, - 810
-;'RPAC- STA.SL-2,.4)- -
-XRFAC- 5, 4,63'83.8� PCB 5 4./;T 9.a 3
800 ->RCCA- 6-4 28179.44 800
.
IMMEMEMEM
RCU,VD
790 f=- 790
\- - --------.i` _
780 - 780
770 v 770
SEE SHEET 10,22 FOR -YRPAC- PLAN
760 1111111111111111111111111111111111111111 760
64+00 65+00 66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00 77+00
-YRPAC- $TA.88+97.1C=840
-YRPAC- EL.827.00• 840
END BRDGE -
830 -YRPAC-STA. 79+60.58 _ -f --- - 830
EL.804 86' /
1 2.GE61.
:4 V
820
E'-D AP'FOACH SLAB ;.'��' [� 820
-YRPAC STA 79+90.66 _ / ,
E . P1= 86+50.00 P1= 87+94.98
EL = 82/.05' EL = 824.89'
810 — /' vc = /50' vc = /00' 810
" K = 115 K - /72
— _s DS = 55 MPH 1 DS = 55 MPH
800 800
, '-.'3.:F04 -394L 2' '
L,- i
790 �'�-,-- \
\\ nlDG NO Au LIC DATA 790
_- �� ' `' Ex/cTJ+YC 4)ESICP -,ISCHA,C� - 7578 CFS
�' -' uG QUND i-) SJ.CN FRF.GFVCY - SC YRS
4 / 1 = DESICPJ ;SW ELEv AT/ = 755.8 FT
4 780 ,' B:+SE 1),'„SC1-14PGE = 8687 CFS 780
N PI= 80+55.00
_ '- j EL = 797.56' BAP-E FREQUEACY 100 YRS
'' r I 1 i VC = 750' B4SE HW E SV Ar i0N = 75E.4 FT
CREE/ WM,,1I I K = /00 ovrii Qi 0 /; Gii = LBD CEO
0:7770 I DS = 50 MPH ft TCPP:NG `REGUEVC1= > 50 0-.° YRS 770
-o l OV ER
-iiiiiJJI EVAITI?K - TBD FT
7 =CURTH
S CROEK DATE OF SUR/EY = 004/2C13
760 qv.S.U-EvAT.0I/ 760
A/ DAB t °I- sc, rY 77C.4 FT
E. SEE SHEET 22,21 FOR -YRPAC- PLAN
cn
2�y 750 1111111111111111111111111111111111111111 750
Nm 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00
,-.

Cr
PROJECT REFERENCE NO. SHEET NO
Cr .
cCi I-3819B 65
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
840 -YRPC-
830
GRADEED 1 5x '3'EQ
820 i DOCUMENT NOT CONSIDERED FINAL
B GHd RADE P1= 13+42.00 --- UNLESS ALL SIGNATURES COMPLETED
-Y" - 'A.10+00.00= EL = 803.46' —����
El• 745.9'I' K = 206' ��6 P1= 18+19.50
810 DS =950 MPH EL = 827.34'
VC = 730' 810
. . DS = 50 MPH
800 "_ — T� — (T 9,311--�'I - _ --/ — _-- — - START SPECIAL LATERAL 'V'DITCH/� — 800
(#)10800� �(ri� � r," - - _ .—.- - �-- -/ � `
790 — ---- '~-- __=--_—= ------ ---- ----- ------ /✓ E�am �r ,'x/ 790
START SPECIAL -..U1: 'V DITCy / I E K1)1[alp
PI— 11+25.00 PL—S1 li+-5O--J r.. ;l'P/p
780 VC = 97.25' EL.790.51' ✓ 11111111111111
780
K = /09 EVD SPECIAL LATERAL 'V'DITCH/-
DS = 53 MPH I TA 1' 50 LT
770 !al `: 70' 770
760 760
SEE SHEET 10,22 FOR -YRPC- PLAN
750 750
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
840 -YRPC- 840
830 830
820 820
• 810 P EI
ROPO.D, D HI= 26+75.00 VIb GRADE 810
0, / GH'VJL EL = 796.19' -YRPC- STA.29+53.00
6, VC = 290' :L.794.19'
- K = 99
DS = 50 MPH
800 _ _ 800
-o o _—
cr �10 72170% e-
790 ,,--------— ____ ------ 790
' CfROL1.D—1
m
4 780 780
N END SPECIAL LA-ERAL 'V DITCH
a PIbl•.24-50 LT
EL. 7'8.46
770 770
-o
Y
760 760
U
SEE SHEET 22 FOR -YRPC- PLAN
.93
750 750
NOO 24+00 25+00 26+00 27+00 28+00 29+00 30+00
l9/dW70

0-
o'
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 66
ROADWAY DESIGN HYDRAULICS
830 YRPCA— ENGINEER ENGINEER
820 P1= 12+00.00 r . fiRU)13 SF
B= IN (,RA EL = 790.26' -YR - T 63 z 7 0
jLTpF ! VC = 250' 792.94'
EL. 791.42' K = 209
810 DS = 63 MPH E AF'F'1dOAGH SLAB DOCUMENT NOT CONSIDERED FINAL
BEGIN APPROACH SLAB CA-STA.22 9.57 UNLESS ALL SIGNATURES COMPLETED
-YRPCA- STA.16+10.5 PIA 0'SD EL 796.50'
EL.792.79' r_ N d
800 -7 r A- A. +:4.:1 800
EL 796,33' IM - 0.616If
790 0------ — o — _ - 790
—II I - -- lil� \yl, --- _--
PI= 24115.00
780 --
- ---- _ EL = 797.75'
---- -- --- _` / - _--- -� K = 100
--- �� DS = 5/MPH
770 �E 1ST/Vf 770
005/18D
760 760
750 750
SEE SHEET 9,10 FOR -YRPCA- PLAN
740 740
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
PI= 38+00.00
EL = 867.00'
BEGIN BADGE VC = 840'
870 -YRPCA- STA.36+16.25- K = 84 870
BEGIN—APPROACH SLAB
854 49' DS = 50 MPH
—YRPCA EL—
$60 YRPCA- STA.35+92.25 860
-✓RPAC EL.Eth.93' y�
BRIDGE
850 �� 850
'P0EC SEA
840 — ,PAS 840
n
CO
r/'MIN. 17'MIN.
830 - 17`0N• 830
Y1RPAC ST4.S3 188.84
Cr
ro
820 820
01 PI= 241-15.00
m K = 100 — ----' •
4- 810 DS = 5/MPH ' 'N 810
03
01
_" -- '--rt---� ✓ YRPCA S A.36 63.72
800 �� - __ - --t -Y /5- TA.338+0550 800
-off j r10/
_"-_-__- ----, '. E5l`TiNG
-- s`• GHOUND Y/SPCA STA,371/6.79- 790 790 ----- ------ ___,
o \ --- -Y_RT- STA.''_"_ , r
/ 1/
ma SEE SHEET 10,22 FOR -YRPCA- PLAN
780 780
NOO 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00
l9/dW70

C •■ —
CrPROJECT REFERENCE NO. SHEET NO.
_
-3819B 67
N
ROADWAY DESIGN HYDRAULICS
Lc) ■___■■_■■___■_■_■ ■ ■■■_■__■■■■■_■ ■■■■_■ r ENGINEER ENGINEER
870 _If_ _ � l': 1� 11■_ IIIII I�I��IIIII�IIIL._. . ..�_,�_,■�_ I� __ I IIIIIIII W
11� T :• ��r■r�r ■1� ■IIIII : 1■1■■IIIII■1111 : r `ram ■ 1 11111111
860 �11�■ ►■�eL�1:] LS■IIIII■1:1::IIIII:IIIII■11■111111■11��1���■��:u1: 1 11111111
- _ I!I■! 111111111■IIIII■11111111111111111111111111111■■�■1�1 11 III — . I'll"
850 1I�ii110.1111�� 11i'1�1'1■■IIIII■1'1"1111111 IIIIIII■111111 1111 I ` — DOCUMENT NOT CONSIDERED FINAL
■1 � I^I I IIIII I I 1111111'111111111111111 I ' II����� :' ■ l llllllll UNLESS ALL SIGNATURES COMPLETED
11■1:...�1=M11111M1■1■■■11111 111111111111111 1111 1 1 11 1 11111111 E5
II■MM11"1'11 1I��1111.:■1■E11111■IIIIIIIIIIIIIII■1111■Vg � ■�1��� 11■ _ 1 11111111
840 1 1 1 1 i�..:_ _ Jl �"� 840
■ _ _ __I _u1■■.e__���■��� ■■� _■
IIIII
____ ___ =_�■___i�■ _ ■ I/I IIIIIIII
is
111 III Tr
,■ ■ I
830 4�v IYI�11�1 MMMMM"■!11� �Irr �r ■ 1 �iiiiii 830
III■■■(IIIIIIII■■IIIII��I�■I�IIIIIIIIIIIIIIII�IIIIII■IIIIIII . .1_ _ =ll� - I P - Si,414,0+1'i4
820 MIP
_H• 1 11111111 . U /6. 820
I _ _ IIIIIIII_
810 N'DAR�V''DIT ..1 i
■■■■ ■ ■■■■ ■ _ ■■ ■.■�r■IIrIr■.i.�1J= --_ 810
PI STA.44+98 RT '1 _ 111�1 _ �1n EL.820.93' uPHI err � /, � 11 lilliilI■■ _.�._��' PISTA. _
YpBo a ,r4.3 +4C.4)= I I EL 82 1.1 i' 1i3I F ivl_a J1 . CO 9
800 PP B c A.Z'+5/.42 ■ "1ST• 45+ ' + RT U ?�V 800
■ b EL.S' .61'
790 790
■ ■ SEE SHEET 22,11 FOR -YRPCA- PLAN
■ - - _
780 - ■ - 780
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00
K L l l ■ _ 1111111111111
■ ■ ■ ■ PI= 66+83.09
B — — EL = 866.58'
880 I,, III
dii —YRPCA— I■II1I� — _ IIiPiII . DS =8500MPH 880
11■■11■111111111■■■1■111111i■11■11111111111111111111■11111■■1■■111 _ - M�■_o.: bs ;11.. -
�I••■■III= •11111111111111111111.111■1=•I•i1■■� ■� �� �••='••s•
870 1■mill■1111■111■1�1... �� . ••. 4i 870
11111)11111011111I11111b1111111111111
'— Li■111� �111111111111111111111111■I�1I�il■11 ■�_ ,I.J_auaeurl . DITCH
uill
860 I . . . ► + 313°' 860
■_ ■■ ■■ ■__■■■_■_•■■_■■■_.I _■■ ■■■■■_■■■■■■■■■� _■■�■■_■ _■ J• vA3. ILL•il•JIl_JILTI■1_ ie�- r-r-
■__ ■■■■■■__■■■_■_ ■ ■_■ ■ _�I_■■■■■ ■ ■■■ ■ ■■■_■■_ ■ ■ ■ ■_■■�■■_■■_ �1'��- �>—_� —G" �SOli.V■rlSl•
1■� 111111■■111■1� 1�1 ■■'■IIIII 1111111111111111111■ • UUU UU_ U U U �._..�. _. _ �.. ■I..Y■-- ---�_— ���iar-
850 ___ ■■■■■1.1
■_■_■■■_■■. I1NN■OINNNN I I R �'■■;�;� =t2: ■■_ = _�E_ _�i::5:::m _ I s5o
��� IIIIII�I�HI�IH M .,. EL =5a 50.00 1:■-■gam■■-■�■-::'��� : '`■� ��_�rllllllll�r—/
___■ ■. _ VC = 150' I_■_■■J=■■_ ■■_■_■,I■ _..,_._ , IIIIIIII
s -_er __� ■■ •_ �_■_■■��■■_ ■■_■_■�■■ _■■ ■�■�
__Ma 11 Cl 19''II■ 5+50 RT ■■:__ K = 1094 ice:■:i i�::■ ::■:■i i:: mu`:1�_■�� EL,65 8,50'
DS > 80 MPH ■J. .II.�■Ii�. . .
a 840 m I AN, 'EL.816.72' - N- 1111111111111. ■ ■■■■ . . i■l�lla■II�III�J!CHlll�l��ara■ . �=■■:: a� 840
_ IllIJill , ■■■■■■■_■__■_■., :.�r ,
■■■■■■■_■__■_■■,_ ��e■I■H1se■i�u�� MI W
BEGIN SPECIAL'S' :ASE ■____■___v_ca�mee■racaa ■ _err. ■ _■■�__■_ EL. '.0 I
im ■_ �■ ni■__ ■
IIIIIIIIIIIIIIH1111111.o1■I�rll II I III I I ■
CUT DITCH W/HINGE IIIIIIIi!III11H��a /
I11�111111111►PI STA.56+oo RT —_I • _ .I ■ 1--I , •
■
830 i■ ■——1111�::::11111�111111 '. 1 �1 11 111 1 111 1 / 830
• €L.-818:46 �..- ■_ __ __� _ _ __ _ rJ1u
�' 1U■■J11111■I111 1 11 1 ■■ i 1 ■ ■■ ■■■ ■ ■■■
._ �e1... _.I - - _
WA- sr�14�+I�8R .. __ 11■ •••• ■••i Y ■ ■1---9■_I� •_ �IIIIIIII��
m 11' 141V, �.r��II��■H!l � Ails � __■_ C�� : �� ` r.Y �nnn■■�� 820
N Taw.820 111111■ IIIIIIIIIIIII 111111■1 ■ „�L
-
i-ii11 ■'■_UE imul_.Il' _■ ■__Jam__ elL•J'' I U'IUUNI-1
/ ,,- -•,: -' ■■■ -. I■■■ _■_■__Jam__ Er MI.l:lam__ _E
el ■�.� �~`-- 1' i END SPECIAL LATERAL 'V'DITCH J■■■ ��,1■■1� ■ 1111� r ■ _ 11111111 R
cD _ II ■■ - _ __ _ _■810 _ _ IIIII PI sTA.56+5o RT 1■1111111■■ ■ ■ ■ , _ 810
ii a— EL.828.4 —
_—l�P. . .'�M11111111111111 1 I1�M. ii1111111111111111 _ _ ,—.�= n �Pl= 5l+l0.00 - �y1H1111e11111111111111111 111■111■111 C4f4 it
800 EL - 80/.50' R ;jIR. I■.IIIHIIII.11111111111111111�111111■�11■1■1111111111■111111■1==1■=i■■ i MMMMi1E I �llllllll 800
m� DS = 50 MPH �T I PIT : e: me - - SEE SHEET 11,23 FOR -YRPCA- PLAN
790 EL 811 7 ■ ■ 1 p i — 790
NOO 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00
\/IY
l9/d

0
PROJECT REFERENCE NO. SHEET NO.
I-3819B 68
ROADWAY DESIGN HYDRAULICS
900 ENGINEER ENGINEER
YRPCA—
890 P1= 66+83.09
EL = 866.58' P1= 75+00.00 P1= 76+80.00 P1= 78+50.00 '■■
VC = 380' III EL = 863.75' EL = 862.94' EL = 864.12'
K = 86 VC = 200' VC = 150' VC = 130'
DS = 50MPH K = 1853 K = /3/ K = 387
880 DS > 80 MPH S = 55 MPH DS > 80 MPH DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
870 870
1N- ■■-1■1111= - - - cooaa - a a=i� - -- -i■i6i7 ]biiilEli
�f I I Q n •=�i-- =-- - . , .,1�■_■- - ....■�����e:�->,- -■-.��;..111 .. ��:,01111111111111111D
■r � _ ,-_ - -- - - �:: P.Ti . �= "'..-.:��.,,��■11.:�■■■nnps��rye 111111111111111
860 1 "III Ill II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIillllllll 1111llllli1111111111111llllllllllllllllll11111llll 1111lllllll 860
8501111 ■ ■fie !!1I I!!!1!! I I III 850
I 1 (r
840 I l Ili!
M 4•' I 840
830 830
820 820
I SEE SHEET 23,24 FOR -YRPCA- PLAN
810 810
66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00 77+00 78+00 79+00
-YRPB-
890 1111 Pl= 1/+30.00
EL = 869.43' '' I
_= "ill�� �i I �1 III I88O �11111.111111:11111
1111111
1111111111111111/111111111
.I 1 = DS 70 MPH rc .
88O
1111111
corn
`b, 870 870
11111111 ��_�eeeeee,el. :l.1.111�.9.l. iiii�i �� `�i�1 1 1�� Illllililiiiiii�ilili.muii.. n,iiiliiiiiii■1.i.1:l�Jl1111 1 " III
. �I III I ll
860 EL = 870.27 860
VC = 180'
° K = 120 b
3DS = 55MPH 2 , ,I
850 850
840 840
T
Y
0
830 830
U
m� SEE SHEET 23,24 FOR -YRPB- PLAN
Dim
2�i 820 820
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00

7PROJECT REFERENCE NO. SHEET NO.
f. t_
co I-3819B 69
N
to = ROADWAY DESIGN HYDRAULICS
850 t. t� ENGINEER ENGINEER
■ .
f. t_
- -
—
f. -840 p i aiI!!
MPH
830 00 ii
��� : DOCUMENT NOT CONSIDERED FINAL
m riilr_7si�Cey7iJiD UNLESS ALL SIGNATURES COMPLETED
D .I WITi D --i f. rrrrrt• _ ---- cilsai�---�ri r,
�F�-�l 1� i ft• ft•fl.h� -- `` - -
82 O YSRttRliftft• — --i f. ft• 820
ft ft• —ft di f. ft• _ - - _- _- -- aI -_ __� _
—f. —ft fir f. ft• — i\.. - _ _____
ft - — !7i f. f_—
ft - — L.11 M - ft•-"-
ft - =MENEM= WIN f. ..
— rrD-��=1•DAND rr�
81 tt—.. o as/�JiINLMINI 81
.�� forte�.••=ffirr�fDr--- .rrr�
—f. -iflfiifl!.17aff.—f.f. ft• 9_701 MOM,
ft f. 7Ii7w--- 1•S�— m m. •ft• --
ft =fi__ __ -- .r—NE --f.f. ft• '
rw�� s^aMililEMENNEMENE - r�
_tea=tt- ININ �_�_-- r�
800 __ _ - .� �r_�_�_ �_�_-- .rrr� 800
t�—rr— �� ��-- r�
t�—ram �� ��-- r�
mm
acliJf..iliiwr�f..WIfa;q_silAiniiw:f� ��--
.�L 1
==='
790
i
780 780
- —ft•ft•ft•ft•
s+ r-•.eAla JAII
— —ft•ft•ft•ft•
770 770
SEE SHEET 22 FOR -YRPD- PLAN
—
760 760
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
860 -YRPD-
860
850 850
840 80 00 840
PI= 38+60.00
EL = 8/7.69'
VC = 220'
K = /00 830
cn
0 ���� wf riliPe^--- DS = 5/MPH
� �_ ��r�r— rm .,
O N E wpongi
Lin - - ��I7iWDi --ft•ft• f.—
EMENNEMENINEEN= --ft•ft• f.
820 I���� 820
--- ._,��—� -fin
T _ L1iir7%III'r WINEMENEM— ---- - r'. "'v°= -
0
f— — i--ft•ft• ft• -C�
p- -`-- _ ft_ — lwf--ft•ft• ft• _ �aJ- --- - ft•ft•—f.
.-. �__�, haft—_—Tar.. _ __ www
810mnI
-a-r�NEE/MEii.3V ter•NNEN= n.EM .IPII r�r�• — 810
/ - UM fi.T..f.i -.�szr.
co PI- 20+50.00 �Ni alp .r�...tr�r�r— r�r� �x�-_ -- i��--
N EL - 828.16' r��t`�"NEENNENNEmEssaimrrrr - :�:�. ram r�r— r�r�rsanitrw or�'
r VC = 875' N MEN=EMENNEN r�r�_Lyiiri•Gar
v f— .�— --f� 1W-.77.r1�r—ram aJ=r_=RTTRl ./S
m K = /60 �wl+ew. lls l l �� ic-^-A t�r� r�f.9lii A.7 t:Ut..7.a:
800 DS = 60 MPH an■Jrw2�a.ra�.nri�.._Jf.�l:r��—� �� rrsr=aasa_ra�a�a �— 800
��� �� Mrsir��y�arau>. r�i liliaczui
N •rir wmocr �1- rtarvan --f� .rr.T�S�.Z1if/sr_^ � I 1.f
N J.-st. uJ_ r7MEMED,--� ! C ldR, 7llll•]GL. —f_l a f.-t MIA
N t�f_ t�7_l --f� —f— —�.tr
v f_ --f�f—f�--f— —
N f�f—_ f
v rENNE ��70 Tito,J;r/�f t.rsa r:Tin t.oii.I lLIs:
— ��r�r�o -• - -.•- -•- - =��
790 ��.`r,r.a. 790
rn f_ --f�f— —m wo
s C NENNEN � �
INelatILIMI
o f_ ---
780 p __ �_�_p_p_ 780
mm
E. ��E� mm
SEE SHEET 22,11 FOR -YRPD- PLAN
mom C o
770 mm 770
N OD.
24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00
\/
l9/U_

Lr PROJECT REFERENCE NO. SHEET NO.
0
co I-3819B 70
ROADWAY DESIGN HYDRAULICS
to
860 -YRPD-. ENGINEER ENGINEER
; . YIP".rPl, .. :ILA
850
`I: , .I. j. - !Es
840 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
830 a 6,:g II \1
830
1)
820 _ ,i ;� C.iii uiiij 820
iiib.q--., n ,'
11.1111l!° (I E. I.
810 P1= 38+60.00 810
EL = 817.69' e
VC 220' ;I
,
K = 100
DS = 5/MPH
800 800
790 790
780 780
SEE SHEET 11 FOR -YRPD- PLAN
770 770
38+00 39+00
-Y4 RPD—
P1= 12+05.00 CND PECONDTPUCT;ON
EL = 795.18' /4RFD- START
VC = /00' F1.800J9
K = 4/8
DS = 80 MPH PI= 14+18.00
DEC/N SRAbE EL = 796.63'
-/4RP0- STAl6±00.00— VC = /70'
-ICDFH- ST,A.53-59.37, 24 2 P K = /52
c EL.= 791.20' DS = 60 MPH
m RR`OPOSE D—\
N CRADE
7'_ \ ------__-a -L. -I I ----
a o (+)2517 % +)0 %"0.z r>— '�,--• — 1171 I I
c'ro
7 !
m
rn
a PI= 11+00.00 �.
4 EL = 794.72' -----1
a VC = /00' f
N K = 1285 \ 1
a
DS = 80 MPH I
8 .�, i ��G FGU✓D
C
7
-U
c
S
Y
U
S SEE SHEET 9A FOR -Y4RPD- PLAN
m.
O 55
N 2
NOO 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00
\/0_
l9/d

0-
0
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 71
ROADWAY DESIGN HYDRAULICS
850 -YRPDB-
ENGINEER ENGINEER
840
BE IN GRADE ER1, A�
-Y 8 STA.10+60.00 T 4 L�M SS ON
EL.8812.17' AIL
830 DOCUMENT NOT CONSIDERED FINAL
BEGIN GRAD UNLESS ALL SIGNATURES COMPLETED
BEi5IN R'e A END/HE T H rJ AA,BBB
PI= 11+00.00 -YRPDB q 1-Y+w •d� -YRPDB- ST . . +53 71
820 EL = 808.08' EL.703."9 EL.794.i74' 820
VC = 150'
K = /999 END BRIDGE
DS > 80 MPH CC,N� GRADJ NE .w RPDB- STA.15+39.08
BCGIN'1It Yb AP1 OACH SLLAA_ 1 N.795 01'
810 _ El 7996 81 810
Al= '5+63,59 Pl= 18+20.00 P1,6O1-°05'D
1 = -
E'. - 734.5`-' EL = 79/.67' _t ���
800 fa,,, d—� VC = 445' < 800
-� _---_ - DS = 50 MPH _ _./
--� �r
-
790 - -- 790
J
\1/4.L i!`
Emmomm PF ,E n 4FFPUA_H ', — �. J..'"SLAB '0P` R .TCC OFt _r —
780 -Y S- PR)FIL AT 780
PI= 12+50.00 --- oS _LCPC ,
VC = 130'.06' y� I MU3-C4'4 I ----— J-
--
-
K = 147 ;��=AV/AY
770 DS = 62 MPH _ _ 770
n i1:NG
FOJPT
n�/1n
-PEE?. SEE SHEET 21,22 FOR -YRPDB- PLAN
760 I I I I I I I I I I fl I I I I I I I I fl I I I I I I I I fl I I I I I I I 760
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
860 _YPPcI_ -YRPDB- 860
84/.CE
850 850
840 -YP 0B- STA 2 1.42= 41 840
-YPPTA- STA.39+4II0.49
PI= 40+12.50
EL = 804.68'
830 PI= 26+00.00 VC = 660' 830
m EL = 8/8.72' 4--N. K = 97
VC = 340' I 1 hSCPOSCD PI= 35+25.00 DS = 50 MPH
K = 85 CAD-c EL = 813.58'
A DS = 50 MPH VC = 150'
K = 118
820 (f)3 4F�76 -10`564% DS = 55 MPH 820
---- -T---- _-_ --- 8=53
-
810
m 800 �' .
--` �---`� T H901'ND 800
m 4 ....
1'
01
/ 790 790
-o
Y L
780 780
E.
0 om SEE SHEET 22,11 FOR -YRPDB- PLAN
770 71111111111111111111111111111111111111 770
N OO 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00
l9/dW70

Cr
PROJECT REFERENCE NO. SHEET NO.
CO
CV
I-3819B 72
-YRPDB- ROADWAY DESIGN HYDRAULICS
-YRPL0-
ENGIN
EER ENGINEER
HH )E
870 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
860
-YRPI)R- STA. 14-,RO1V=
850 YHP/C- Sl A 4, -I8.d9 +5. r U.72o6,;
r ���� V
L_CC L_WG i
Of,. i� _-z PI= 40+12.50 P1= 49+65.00
840 I
EL = 804.68' 840
VC = 660' EL = 852.3/'
K _ 97 VC = 852.
DS = 50 MPH PH PU�FD ��,mac K = 87
GRADE DS = 50 MPH ,
830 / 830
Y17PD0 ;TA.39I55.24= -"RPD6- 41^g°0+'56.9 "
L_ TAi39+6300 tiR S<A 39+5/JO �1-- , G�OUAD
820 /7I1/v, � �.— 820
810 ---"`� %� 810
r _x SEE SHEET 11,23 FOR -YRPDB- PLAN
800 800
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00
870 870
END GRADE -YRPDB-
860 -YRPD.B- STA 52+20.68 - 860
EL.850.47
xI-71 850
Gn''GCP
850 �cl---- �----
1\r J0.720/ -- ————
PI- 49+65.00 — - -__
840 EL = 852.31' - _- _........ 840
of PPIPS-ai VC = 500' -_
GRADE K = 87 ---
N -
L DS = 50MPH — —�_-
830 ' —- -_ 830
820 ts
820
co
CV 810
CO
V
WI
CV800 800
-U
Y
790 790
U
m. SEE SHEET 23,10 FOR -YRPDB- PLAN
780 780
N OO 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00
l9/d

cr
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 73
tn n:,s.�icnn�rr ....
ROADWAY DESIGN HYDRAULICS
880 We/M:.MMli O'AMI U1.1911klCI ENGINEER ENGINEER
O LIKEL...�, —YLPC—
assM:.c`Mca
870
P1= 12+04.00
860 EL = 846.52'
VC = 240' DOCUMENT NOT CONSIDERED FINAL
MK = /5/ UNLESS ALL SIGNATURES COMPLETED
oos_ _12_ _ DS = 60 MPH
NM!850 _ 850
'M��-!Iigar. P1= 22+32.00
�MMc_rc:
840 P1= 14+40.00 EL = 8/9.93' 840
_ EL = 830.00' VC = 250'
VC = 225' K = 39
K = 39 'MiiilriN.r: : DS = 30 MPH
"�� ��. _� DS = 30 MPH !�
830 -.MM.__ -: 830
i7LV�13lM'C.. ��_ 11
820 -- -- - oaoa --- ln'ng.i�ll�! 820
-:-c�c�ca-!e!e _ -e-eee.e.ea_ _ MemMsiiselMM�
E9722222!2l9Oea-a7ii
Gil
810 810
ZMMEMOMOMMM
I in s,
800 800
1MM
SEE SHEET 10,22 FOR —YLPC— PLAN 1
790 790
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
mmmm
880 I
—YLPC— 880
mi
870 870
memeuau_
II.I ril!ii Imlaemi[•iinZvl9li
860 860
c 850 11 850
a;.:1 �I»la n
L n II
Ebi 840 m 840
inoMa
o =E n
M 830 iuso _
NMM..- 830
m I.M.tMwpm
I
820 vamp' 820
N
CO
i P1= 24+86.50
a i EL = 833.2/'
w 810 M 130'
MK = 50 810
rn iDS = 35 MPH
Y 800 800
m-- SEE SHEET 10 FOR —YLPC— PLAN 790 790
24+00 25+00
gyp/

0
PROJECT REFERENCE NO. SHEET NO.
co 1-3819B W-/
u7 ROADWAY DESIGN HYDRAULICS
890 ENGINEER ENGINEER
RETAINING WALL NO. 13
880
870 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
I I N.T.S.
II
860 i.—�.—......�....�I 1 1 PROPOSEDFINISHED TOPOOF 860
■ I■ ■ ■ =■■■■� 111111MMIM■1=■■MM■1■M ■■■�
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e° O
°u��3— L = 73.64' \ �_ � Ja T/adla
ANVdW00 1N3Wdlflb3 NaVlO T = 36.82' d�� _
o� R 2,0/7.00 �I �/� \
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' ' I PROJECT REFERENCE NO. SHEET NO.
2 38/98 W 2
I I I I I
ROADWAY NGNEERSIGN YDRA
ENGINEERS
890 _
RETAINING WALL NOI
. 15A I I RETAINING WALL NO. 15B
. . •
■ ■ ■m
I`1 I�����1III■1II■1■f■I i I INE
1 I _ 2,aim ■ um ii� � 1 •
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NE ■��ii ■���'��ii o - END RST Auminyinirni�rm n.,: RL=Al vl tiC WALL ^:. / ,. = w C DT CT A N'PlG WALL NO 51
NEE ■�--■���sl��o - w WALL!.€' Si 4 0 (A Aifr�W�_ ` -RF NA✓i[`'B S. ,& 2fi9.5I- 860
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— '-_M��min II -■ -YRPDB STA._4 50■■ 00,_ Lra�a�r �' — — �.iJaiv�r�■ir
■ ��■�■1 = — k ■■■=r1=e -- OFFSET -■.'. 'r ••-- :■arc In.- M,M MAIMUI� ■tea YMU
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1Millnii■�r�—RIIi e•wl'I EW4E■i �i= •■• •■ — �� PROPOSED PROP. 850
•
�.■ ■��.,_ . ■ ■ FINISHED TOP OF=
�imil� ��� ._.� GRADE WALL =
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— ----- _■_yam--- —..Rc—• —�� s_ ■■■.
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ADO 0- PAVE
830 •o��, ■■■ ■■■ = 830
)(1ST. 'B 91 PROPOSED —
I
AT WA L FINISHED =
• GRADE
. I 820 RETAINING WALL DETAIL — 820
N0,l5A AND NO.158
810 ■ ■■■��■ 810
800 ■ ■■■��■ 800
10+00 11+00 12+00 13+00 14+00 10+00 11+00 12+00 13+00
IS
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b°zzg°w �a" e \�� \ �\ RETWALLl5A —� dVaaa 0la03daaHe�Yg �\J OFFSET = 27.50'LT./ / I 1 /l /
S BEGIN RETAINIeWALL NO.15A c ' \ PISto 11+77.83 �\ �\ L\\ \ / 0 X`rl,,h
/� l
in`n RETWALLl5A STA.10+00.00= �\ PA • 0 = 24°53'57.3"(LT) 6£e=�a°'6£0'0 m p �A
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° =:. /
x
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. END RETAINING WALL NO.15A `'° l a0Na�� / '
'sl
/ A
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3 / I� I
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mt ----- q OFFSET = 27.50'LT. \ �s ��� /1 l �� j / Q e� 3a,ro
1
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o a RETWALLl58 STA.10+00.00= 6a �o' l ,:I,
85's s9a�N\s, N I // I
N oo YRPDB STA.50+03.00 •�� �� v 1' � �53a,Mp��� OFFSET = 27.50'LT. A rtit v 1 v s

See Sheet 1-A For Index of Sheets STATE STATE PROJECT REFERENCE NO. NO. SHEETS
o- / 1
i
See Sheet 1-B For Conventional Symbols STATE OF NORTH CAROLINA
SHEET TOTAL
'sad sa N.,DI,-,VISION OF HIGHWAYS I-38196�U— 039
M STATB PROl.N0. P.APROl.N0. DESCRR�l•ION
O ��
O7 ,� BEGIN PROJECT .., sz <-O� / 34192.1.2 IMS-40-2(124) P.E.
Mi °�'e 34192.3.2 WA DESIGN BUILD
40 S
1
e' STATESVILLE
IREDELL COUNTY
4ii ,„, 7/^ \,41 m,m, 21 SULLIVAN RD . \ 27
LIMIT
tm
�: �; sO''' LOCATION: I-40/I--77 INTERCHANGE INCLUDING 1-40 FROM WEST OF
g SR 2003 (RADIO RD.) TO SR 2158 (OLD MOCKSVILLE RD.) & 1-77 FROM SOUTH OF
t1I 1' °<y� �e-11�� SR 2321 (EAST BROAD ST.) TO SOUTH OF SR 2171 (JANE SOWERE RD.)
1
Z' ® `,,,, ao 64 � ,f°� TYPE OF WORK: GRADING,DRAINAGE,PAVING, STRUCTURES,
^141 '1 (/f��� // lik 40
Nor/Wk,,SV--__% N / i
RETAINING WALLS, NOISE WALLS, AND TRAFFIC CONTROL
I END PROJECT
�/ /l \ -
EIIIIIII "; , ` ,1.\ \I' t F Vance
\ �' 4 ,�'�``� BEGIN TIP PROJECT I-3819B
V ..4� :fit 64 ray -L- STA. 7+83.00
L'IT4 4,'7
O VICINITY MAP P°
THIS PROJECT IS WITHIN THE MUNICIPAL ���' �
/114141 BOUNDARIES OF THE CITY OF STATESVILLE o
AND THE TOWNSHIP OF BETHANY Q y= ti �� A`�
4� ti .y1 i= 1 /�
tioo gv r� a ,s 1 G C"
SSl9l o 4.4-.Ly,„ �il o tib
r
� I LCDWB- /:\11:1\:::'-17' i,o'
`1 % �'�"4 , A4 io
ti RIGHT OF WAY PLANS
SUBMITTAL B4� — � 2� SUBMITTED: 06-17-19
Ar -�;.� ,�� SUBMITTAL # L-050
DAI'IEAID i j'.'9 s, rya '� �.>> ,... ,.
88R R 2321y9I3S a �'cBEGIN BRIDGE 1-o -Y9- STA 25+37.33 . yyti S1J
mEND BRIDGE -4. s�i� m Sa GOVt �. •/� END BRIDGE 21 O ■�■� Wlcn -Y9- STA 28+45.58
M �� ►�Lr�b\ 32 ��?6 Y10- STA 28+16.85lk 0 *�j���N s "ea. /0; ��°'. i BEGIN BRIDGE END TIP PROJECT I-3819B r ll jrL lf.�italeatJ�� lir�
LI e ���1� �A -Y10- STA 25+77.48 ` ,, —L— STA.219+50.00 �� 114j ��.- 40,c CLEARING ON THIS PROJECT SHALL BE PERFORMED i !'7 CZ TO THE LIMITS ESTABLISHED BY METHOD III.o ��,,�
40 it -
CV THIS IS A CONTROLLED ACCESS PROJECT Q`y • ySTON( 1 WITH ACCESS BEING LIMITED TO INTERCHANGES ono sq4gy " S I LANE
0
GD
v
N
c • •
DESIGN DATA Prepared in the Office of: HYDRAULICS ENGINEER DIVISION OF HIGHWAYS
V GRAPHIC SCALES 1-40 1-77 PROJECT LENGTH WSP STATE OF NORTH CAROLINA
`o ADT 2018 = 57,300 62,900 1001 Morehead Square Dr.,Suite 610, Charlotte,NC 28203
Go NC LIC NO.F-0165
50 25 0 50 100 �®Nr
C ■L ■J 2040 = 72,500 77,500 LENGTH ROADWAY TIP PROJECT I-3819B = 3.885v.
■ 1■ 1120I8 STANDARD SPECIFICATIONSPLANS LENGTH STRUCTURES TIP PROJECT I-3819B = 0.124o DHV = 5,800 6,200 PESIGNATURE:
.co Eill4 50 25 0 50 100 D = 55 % 55 % RIGHT OF WAY DATE: CHRISTOPHER D. DAVIS,P.E. 'o * o ** TOTAL LENGTH OF TIP PROJECT I-3819B = 4.009 PROJECT ENGINEER ROADWAY DESIGN` � ��� � � T = 16 /° 19 /D OCTOBER 30,2018�� PROFILE (HORIZONTAL) V = 60 MPH 60 MPH 47
ENGINEER10 5 0 10 20]a-ADT
* TTST 13 + DUAL 3 (1-40) LETTING DATE: ERIC W.SECKINGER, P.E.
ND� `i lii i — ** TTST 16 + DUAL 3 (1-77) OCTOBER 30,2018 PROJECT DESIGN ENGINEER
N1°on PROFILE (VERTICAL) CLASSIFICATION: INTERSTATE PE P.E7.IY fSIGNATURE: STATE HIGHWAY DESIGN ENGINEER
t9/d

LANE `` I PROJECT REFERENCE NO.38/9B SHEET NO
I—A
R,W SHEET NO.
ROADWAY DESIGN
INDEX OF SUBMITTAL 'B'ROADWAY SHEETS GENERAL NOTES ENGINEER
1 TITLE SHEET GENERAL NOTES: 2018 SPECIFICATIONS
EFFECTIVE: 01-16-2018
1-A INDEX OF SHEETS AND GENERAL NOTES REVISED:
GRADING AND SURFACING OR RESURFACING AND WIDENING:
1-B CONVENTIONAL SYMBOLS
THE GRADE LINES SHOWN DENOTE THE FINISHED ELEVATION OF THE PROPOSED
2B-1 THRU 2B-16 TYPICAL SECTIONS,PAVEMENT SCHEDULE & DETAILS SURFACING AT GRADE POINTS SHOWN ON THE TYPICAL SECTIONS. WHERE NO GRADE LINES DOCUMENT NOT CONSIDERED FINAL
ARE SHOWN,THE PROFILES SHOWN DENOTE THE TOP ELEVATION OF THE EXISTING PAVEMENT
ALONG THE CENTER LINE OF SURVEY ON WHICH THE PROPOSED RESURFACING WILL BE UNLESS ALL SIGNATURES COMPLETED
2D-1 THRU 2D-4 DRAINAGE DETAILS PLACED. GRADE LINES MAY BE ADJUSTED BY THE ENGINEER IN ORDER TO SECURE A
PROPER TIE-IN.
4 THRU 9A;13 THRU 21;25 THRU 32 PLAN SHEETS
CLEARING:
33 THRU 36;42 THRU 47;52 THRU 54;58 THRU 60;74 THRU 89 PROFILE SHEETS CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY
METHOD III.
W-3 THRU W-7 RETAINING WALL ENVELOPES
SUPERELEVATION:
CROSS SECTIONS TITLE SHEET XB-0 ALL CURVES ON THIS PROJECT SHALL BE SUPERELEVATED IN ACCORDANCE WITH
-L- (LT)CROSS SECTIONS STD.NO.225.05 USING THE RATE OF SUPERELEVATION AND RUNOFF SHOWN ON THE PLANS.
XA-1 THRU XA-9 SUPERELEVATION IS TO BE REVOLVED ABOUT THE GRADE POINTS SHOWN ON THE TYPICAL
SECTIONS.
-L- (RT)CROSS SECTIONS XA-64 THRU XA-72
SHOULDER CONSTRUCTION:
-Y_S- (LT)CROSS SECTIONS XA-128 THRU XA-132 ASPHALT,EARTH,AND CONCRETE SHOULDER CONSTRUCTION ON THE HIGH SIDE OF
SUPERELEVATED CURVES SHALL BE IN ACCORDANCE WITH STD.NO.560.02
-Y_S- (RT)CROSS SECTIONS XA-142 THRU XA-146
SIDE ROADS:
THE CONTRACTOR WILL BE REQUIRED TO DO ALL NECESSARY WORK TO PROVIDE
XB-1 THRU XB-177 -L- SUITABLE CONNECTIONS WITH ALL ROADS,STREETS,AND DRIVES ENTERING THIS PROJECT.
THIS WORK WILL BE PAID FOR AT THE CONTRACT UNIT PRICE FOR THE PARTICULAR ITEMS
XB-178 THRU XB-281 -Y S- INVOLVED.
XB-282 THRU XB-315 -Y N- BERM DITCHES:
BERM DITCHES SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.240.01
XB-316 THRU XB-343 -Y9- (-Y9A-,-Y9B-,-Y9C-,-Y9D-,-Y9E-,-Y9G-,& -Y9H-) AT LOCATIONS SHOWN ON THE PLANS OR AS DIRECTED BY THE ENGINEER.
XB-344 THRU XB-355 -Y10- SUBSURFACE DRAINS:
XB-356 THRU XB-357 -Y10DR1- SUBSURFACE DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.815.02 AT
LOCATIONS DIRECTED BY THE ENGINEER.
XB-358 THRU XB-359 -Yll- UNDERDRAINS:
XB-360 -Y9LPA- UNDERDRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.815.03 AT
LOCATIONS DIRECTED BY THE ENGINEER.
XB-361 THRU XB-362 -Y9LPC-
SHOULDER DRAINS:
XB-363 THRU XB-368 -Y9RPA-
SHOULDER DRAINS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.816.03
XB-369 THRU XB-372 -Y9RPC- AND DETAILS IN PLANS AT LOCATIONS DIRECTED BY THE ENGINEER.
XB-373 THRU XB-374 -Y15RPC- DRIVEWAYS:
DRIVEWAYS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.848.03
AT LOCATIONS SHOWN ON PLANS OR AS DIRECTED BY THE ENGINEER.
STREET TURNOUT:
STREET RETURNS SHALL BE CONSTRUCTED IN ACCORDANCE WITH STD.NO.848.04 USING
THE RADII NOTED ON PLANS.
GUARDRAIL:
THE GUARDRAIL LOCATIONS SHOWN ON THE PLANS MAY BE ADJUSTED DURING
CONSTRUCTION AS DIRECTED BY THE ENGINEER. THE CONTRACTOR SHOULD CONSULT
WITH THE ENGINEER PRIOR TO ORDERING GUARDRAIL MATERIAL.
END BENTS:
THE ENGINEER SHALL CHECK THE STRUCTURE END BENT PLANS,DETAILS,AND CROSS-
SECTION PRIOR TO SETTING OF THE SLOPE STAKES FOR THE EMBANKMENT OR EXCAVATION
APPROACHING A BRIDGE.
C
a UTILITIES:
= UTILITY OWNERS ON THIS PROJECT ARE
cn
AT&T
CITY OF STATESVILLE POWER
CITY OF STATESVILLE WATER/SEWER
A DUKE ENERGY DISTRIBUTION
DUKE ENERGY TRANSMISSION
ENERGY UNITED
A IREDELL WATER CORP
PSNC GAS
SPECTRUM /TWC
A
� ANY RELOCATION OF EXISTING UTILITIES WILL BE ACCOMPLISHED BY OTHERS,EXCEPT
AS SHOWN ON THE PLANS.
A RIGHT-OF-WAY MARKERS:
A
ALL RIGHT-OF-WAY MARKERS ON THIS PROJECT SHALL BE PLACED BY CONTRACT.
CURB RAMPS
CURB RAMPS ARE SHOWN ON THE PLANS AT APPROXIMATE LOCATIONS.
CONSTRUCT ALL CURB RAMPS ACCORDANCE WITH STD 848.05 and/or 848.06.
oQ
�63
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PROJECT REFERENCE NO. SHEET NO.
STATE OF NORTH C RO LINA, DIVISION OF HIGHWAYS 38158 e
CONVENTIONAL PLAN SHEET SYMBOLS
BOUNDARIES AND PROPERTY: Note:Not to Scale *S.U.E = Subsurface Utility Engineering WATER:
RAILROADS:
State Line Water Manhole
Standard Gauge 1 1 1 1 1 1 1 1 Hedge
g TRANSPORTATION
CSX TRA
County Line 0 W W W W Water Meter o
RR Signal Milepost MILEPOST 3s Woods Line
Township Line Water Valve
Switch 1 I Orchard O O O O
City Line SWITCH Water Hydrant O
RR Abandoned — — — — Vineyard eyerd
Reservation Line U/G Water Line LOS B (S.U.E*) w
Property Line RR Dismantled EXISTING STRUCTURES:
P Y U/G Water Line LOS C (S.U.E*)
Existing Iron Pin 0
GIG MAJOR: U/G Water Line LOS D (S.U.E*)
RIGHT OF WAY & PROJECT CONTROL: Bridge,Tunnel or Box Culvert CoGC P/C water
Computed Property Corner Above Ground Water Line
0 Secondary Horiz and Vert Control Point • Bridge Wing Wall, Head Wall and End Wall ) NW
Property Monument ECM
TV:
Parcel/Sequence Number ® Primary Horiz Control Point U MINOR:
Primary Horiz and Vert Control Point a Head and End Wall / CONC HO /
Existing Fence Line TV Pedestal
Proposed Woven Wire Fence
o Exist Permanent Easment Pin and Cap 0 Pipe Culvert TV Tower
U/G TV Cable Hand Hole El
New Permanent Easement Pin and CapO Footbridge
Proposed Chain Link FenceU/G TV Cable LOS B (S.U.E.*) TV
Proposed Barbed Wire Fence O Vertical Benchmark I Drainage Box: Catch Basin, DI or JB I C6
p U/G TV Cable LOS C (S.U.E.*) - —-
Existing Wetland Boundary w e- Existing Right of Way Marker 0 Paved Ditch Gutter
U/G TV Cable LOS D (S.U.E.*) TV
Proposed Wetland Boundary WLe Existing Right of Way Line Storm Sewer Manhole g * o__
New Right of WayLine U/G Fiber Optic Cable LOS B (S.U.E.*) TV
Existing Endangered Animal Boundary EAB g O Storm Sewer U/G Fiber Optic Cable LOS C (S.U.E.*) o—
Existing Endangered Plant Boundary EPB New Right of Way Line with Pin and Cap W A UTILITIES: U/G Fiber Optic Cable LOS D (S.U.E.*) TV F°
Existing Historic Property Boundary "Pa New Right of Way Line with ® w R POWER:
46
GAS:
Known Contamination Area: Soil ;� s Concrete or Granite RM/ Marker
@; Existing Power PoleGas Valve 0
Potential Contamination Area: Soil s New Control of Access Line with ® Proposed Power Pole
Concrete C/A Marker A p b 0
Known Contamination Area: Water -;9, W '.�. Gas Meter
Existing Control of Access ,\c,, Existing Joint Use Pole U/G Gas Line LOS B (S.U.E.*) A
Potential Contamination Area: Water -M w Proposed Joint Use Pole
New Control of Access CO U/G *
Contaminated Site: Known or Potential 7 U/G Gas Line LOS C (S.U.E.*) - -
Power Manhole
Existing Easement Line c U/G Gas Line LOS D (S.U.E.*)
BUILDINGS AND OTHER CULTURE: New Temporary Construction Easement E Power Line Tower Above Ground Gas Line Aic Gas
Gas Pump Vent or U/G Tank Cap 0 Power Transformer E
New Temporary Drainage Easement TDE
o SANITARY SEWER:
Sign U/G Power Cable Hand Hole
New Permanent Drainage Easement PDE
Well ° H-Frame Pole •—• Sanitary Sewer Manhole OO
New Permanent Drainage /Utility Easement DUE P Sanitary Sewer Cleanout CD
Mine /X' U/G Power Line LOS B (S.U.E.*)
New Permanent Utility Easement PUE
Foundation I U/G Power Line LOS C (S.U.E.*) --P-- U/G Sanitary Sewer Line Gs
New Temporary Utility Easement Aic 50 ,e y sewer
Area Outline r I U/G Power Line LOS D (S.U.E.*) PAbove Ground Sanitary Sewer
New Aerial Utility Easement AUE
Cemetery SS Forced Main Line LOS B (S.U.E.*) FEE
TELEPHONE: SS Forced Main Line LOS C (S.U.E.*)
--Fss--
Building ROADS AND RELATED FEATURES:
Existing Telephone Pole SS Forced Main Line LOS D (S.U.E.*)
School � Existing Edge of Pavement F55
Church 11
Proposed Telephone Pole
Existing Curb MISCELLANEOUS:
Telephone Manhole OO
Dam Proposed Slope Stakes Cut Utility Pole •
HYDROLOGY. Telephone Pedestal IIIProposed Slope Stakes Fill F Utility Pole with Base n
Stream or Body of Water — Telephone Cell Tower
Proposed Curb Ramp 0-Cr.R UtilityLocated Object O
Hydro, Pool or Reservoir 7 U/G Telephone Cable Hand Hole El I
Existing Metal Guardrail T T TUtility Traffic Signal Box ❑s
Jurisdictional Stream — — U/G Telephone Cable LOS B (S.U.E.*) T
�s Proposed Guardrail T T T TUtility Unknown U/G Line LOS B (S.U.E.*) ,MTL
Buffer Zone 1 Bz 1 U/G Telephone Cable LOS C (S.U.E.*) -—T——
Existing Cable Guiderail U/G Tank;Water, Gas, Oil
Buffer Zone 2 BZ 2 U/G Telephone Cable LOS D (S.U.E.*)
Proposed Cable Guiderail nnnnUnderground Storage Tank,Approx. Loc. En
Flow Arrow - U/G Telephone Conduit LOS B (S.U.E.*) T
Equality Symbol A/G Tank;Water, Gas, Oil
Disappearing Stream U/G Telephone Conduit LOS C (S.U.E.*) - -
S Tin �_,� Pavement Removal ��
Spring U/G Telephone Conduit LOS D (S.U.E.*) Geoenvironmental Boring
VEGETATION: Test Hole LOS A (S.U.E.*) m
U/G Fiber Optics Cable LOS B (S.U.E.*)
o_
Single Tree O Abandoned According to Utility Records AATUR
Proposed Lateral,Tail, Head Ditch >> > > U/G Fiber Optics Cable LOS C (S.U.E.*) -—T Fo——
False Sump — m Single Shrub ° U/G Fiber Optics Cable LOS D (S.U.E.*) F Fa End of Information E.O.I.
PROPOSED SIGNAL

I ) LANE PROJECT REFERENCE NO.
38/98 SHEET NO.
2B—1
RAY SHEET NO.
ROADWAY DESIGN PAVEMENT DESIGN
PAVEMENT SCHEDULE ENGINEER ENGINEER
Al 14" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITH DOWELS) P1 PRIME COAT.
AT AVERAGE RATE OF 0.35 GAL. PER SQ. YD.
A2 111/2" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITH DOWELS) R1 1'-6" CONCRETE CURB AND GUTTER.
A3 13" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITH DOWELS) R2 2'-6" CONCRETE CURB AND GUTTER. DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
A4 14" PORTLAND CEMENT CONCRETE PAVEMENT (JOINTED WITHOUT DOWELS) R3 5" MONOLITHIC CONCRETE ISLAND (KEYED IN).
PROP. APPROX. %" OPEN-GRADED ASPHALT FRICTION COURSE,
B TYPE FC-1 MODIFIED, AT AN AVERAGE RATE OF 90 LBS. PER SQ. YD. R4 PROPOSED SHOULDER BERM GUTTER (SBG)
EXTENDED 1-FT. BEYOND EDGE OF TRAVEL LANE
Cl PROP. APPROX. 114" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, R5 CONCRETE EXPRESSWAY GUTTER.
AT AN AVERAGE RATE OF 138 LBS. PER SQ. YD.
C2 PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5D, R6 SINGLE FACED CONCRETE BARRIER (SFB)
AT AN AVERAGE RATE OF 336 LBS. PER SQ. YD.
C3 PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5B, R7 CONCRETE MEDIAN BARRIER (T, T1, T2)
AT AN AVERAGE RATE OF 330 LBS. PER SQ. YD.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE,. TYPE S9.5B
C4 AT AN AVERAGE RATE OF 110 LBS. PER SQ. YD. PER 1 DEPTH. TO BE S 4" CONCRETE SIDEWALK.
PLACED IN LAYERS AT A MINIMUM LIFT OF 1" NOT TO EXCEED 2" IN DEPTH.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE,. TYPE S9.5D,
C5 BE PLACEDR INE LAYERSRATEOATI Al2MINIMUME LIFTT OFD 1.5ER NOT TOP EXCEED T EARTH MATERIAL.
2" IN DEPTH.
PROP. 1.5" DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5D,
C6 AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. U EXISTING PAVEMENT.
D1 PROP. APPROX. 3" ASPHALT CONCRETE INTERMEDIATE COURSE, V MILLING BITUMINUOS PAVEMENT (DEPTH VARIES)
TYPE I19.00, AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
D2 PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE,TYPE I19.00, AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD. W VARIABLE DEPTH ASPHALT PAVEMENT (SEE STANDARD WEDGING DETAILS)
D3 PROP. APPROX. 21, " ASPHALT CONCRETE INTERMEDIATE COURSE, Y MILLED RUMBLE STRIPS
TYPE I19.00, AT AN AVERAGE RATE OF 285 LBS. PER SQ. YD.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE,
D4 TYPE I19.0C, AT AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER 1"
DEPTH, TO BE PLACED IN LAYERS AT A MINIMUM LIFT OF 21,9" NOT TO EXCEED
4" IN DEPTH.
El PROP. APPROX. 3" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, -Y15RPB-,-YI5RPC-
AT AN AVERAGE RATE OF 342 LBS. PER SQ. YD.
PROP. AVERAGE 4" ASPHALT CONCRETE BASECOURSE, TYPE B25.00, ID a
E2 AT AN AVERAGE RATE OF 456 ONCE PER AS.. CD.
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE B25.0C,
E3 AT AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH. TO BE PLACED 11=1•11=1=11'
IN LAYERS AT A MINIMUM LIFT OF 3" NOT TO EXCEED 5 1/2" IN DEPTH. „WA/IW% �, /_
PROP. APPROX. 12.5" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, _ —
E4 AT AN AVERAGE RATE OF 114 LBS. PER SO. YD. PER 1" DEPTH. TO BE PLACED
IN LAYERS AT A MININUM LIFT OF 3" NOT TO EXCEED 5 1/2" IN DEPTH. _---- ji;N''''' Tr:dllIllh'-gillijillIllIlliillIlIl____3"MIN. 2.5"MIN. 2.5"MIN.
c U' PROP. APPROX. 13.5" ASPHALT CONCRETE BASE COURSE, TYPE B25.0C, 3"MIN.
E5 AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH. TO BE PLACED
0 IN LAYERS AT A MININUM LIFT OF 3" NOT TO EXCEED 5 1/2" IN DEPTH. Detail Showing Method of Wedging
co
N
0_
G1 PROP. 8" CEMENT TREATED BASE COURSE.
T
°' Jl PROP. 6" AGGREGATE BASE COURSE. C -Y9-,-Y9A-,-Y9B-,-Y9C-,-Y9RPA-,-Y9RPC-,
'OS -Y2Y9LPA-3_Y9Y5C,,Y6-OB-,-Y10-,-Y11-,-Y1-,
ro
J2 PROP. 8" AGGREGATE BASE COURSE.
a
G,
NJ3 PROP. VAR. DEPTH AGGREGATE BASE COURSE. -- ��f1! —�
7
M J4 PROP. 6" #57 STONE _ —_
In
3"MIN. 2.5"MIN. 2.5"MIN.
-o
3"MIN.
D1 K1 12" TYPE 1 AGGREGATE SUBGRADE.
Detail Showing Method of Wedging
M3 MILING 3"
C
"om N1 NON-WOVEN GEOTEXTILE DRAINAGE LAYER
Vi"U
cn
L.303
Moo
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lD/D-

I ) LANE PROJECT REFERENCE NO. SHEET NO.
C2 3" S9.5D I-3819B 2B-2
C5 VAR. S9.5D " -L- RN✓ SHEET NO.
ROADWAY DESIGN HYDRAULICS
C6 1.5" S9.5D 1
ENGINEER ENGINEER
10' 6' 18' 14' 12' 12' 12' 36'+/-MEDIAN 12' 12' 10'
D1 3" I19.0C 17'WGF{
1 / +-
Ir D4 VAR. I19.00 FDPS P-L-WBL& EBL
E3 VAR. B25.0C
Z CO
E4 12.5" B25.0C v O , C2 O*1 POINT peso O t t O
R7 MEDIAN 9 ID
IIIIII IIIIII1111= 2.7 w 4% 2/0 2% 2% EXIST. EXIST. EXIST.
CD 0
CONCRETE BARRIER 0 __ - + —
6.7 Z 1 I DOCUMENT NOT CONSIDERED FINAL
T EARTH MATERIAL IIIIII=IIIIII=1111= x 6, ���r r J L ___— —J—_JM I 2 �'�'h UNLESS ALL SIGNATURES COMPLETED
U EX PAVEMENT // CD
O /„"'--, / ` �
I 61 18.5" IIIIII11_1 _ --
W WEDGING IIIIII IIIIIIIIIIII= 'y^ 2.5"MIN. 2.5"MIN.
Y MILLED RUMBLE U 3"MIN.
STRIPS \ F 3"MIN.
111111=IIIIII1111= p J Detail Showing Method of Wedging
w w GRADE TO THIS LINE "1.5"MIN.OF S9.5D
30, _ ° TYPICAL SECTION NO. B-1
-L- 1-40
-L- STA. 7+83 TO 24+00 WBL
-L- STA. 18+77.41 TO 24+00 EBL
1-L-
MEDIAN VAR.
24'-48'
,� 10' �,_6' 18' _,_ 14' �,_VAR.�,_ 12' .,_ 12' _8' 8' VAR.y 12' VAR. 14' �� 18' _ 6,� 10'
17'WGR 0'-12' 0'-12' 0'-12' 17'WGR
HO
/ /FDPS FDPS C/ L FDPS FDPS Z
x H
F POINT .0
G !DER' L 9% W GRADE
Y O� `O POINT ED O
111111 1111111111= 2. 4°0 GRA?% 12% .o/� 40/ 2% 2% 4% .5 =IIIIIIIII 111111
IIIIII_11111111111= 6:7ittlit686.6._. 6!\��L JV \185
185' 18518.5 6 7 V�
IIIIIIIIIIII11110= ti‘ Cb ?'7 =11111IIIIIIIIIIII
�I / F U x \t V
IIIIII111111=11110_ Q J p 0 01111=111111-IIIIII
w LT (4 73 GRADE TO THIS LINE -n v
0 p — GRADE TO THIS LINE F O
— w u)2
30' *MAX.6:1 SLOPE 30'
CL -L-
TYPICAL SECTION NO. B-2 1
48'
'
-L- 1-40 I VARIES VARIES
-L- STA. 24+00.00 TO 2 8+70.00 - 10' ,6' 18' 14' 12' _ 12' _ 12' 24'MEDIAN 0'-12'__ 12'_ 12' 0122' 14' _ 18' 6'_ 10' T
-0 17'WGR 17'WGR F
m z V) O F
a,1,1 5 15 )I( )1( / t At At At
U LLI D_
Z Ow 12' _ 11' ® 11' 12'
FDPS P FDPS
7 I C2 Y • POINT O ED L
E
DC2IIIIII IIIIII11 = 2•, 2% 2% % O A B % 2% 2% O�/0 r 21 -I11IIIIII IIIIII
m 111111=111111 1111— 6.1 6��� L J "�� �L--- ---J����� -
�6. 6'� -1111IIIIIIIIIIII
cfp
N I e'` O Dl \0 Dl Dl iNHI
6 7
01
1111
1uu1=1113 110— ti° 18.5' 4
?', —11muouuou
In p E4 " 4
::1 \ F 18.5 F
m IIIIII-IIIIII=IIIIIIIII= z J TOTAL PAVT DEPTH O J 1111IIIIIIIIIIII
y w ix GRADE TO THIS LINE w u-
Z O Z O
30' TYPICAL SECTION NO. B-3 = , 30' -
-L- 1-40
cn
s Q -L- STA. 28+70.00 TO 30+11.51
--03
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N r
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14" PCCP " S I / LANE PROJECT REFERENCE NO. SHEET NO.
Al 38/98 28-3
W/ DOWELS
A4 14" PCCP JOINTED RN✓ SHEET NO.
WITHOUT DOWELS ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Cl 14" SF9.5B
El 3" B25.00 /r�
E3 VAR. DEPTH Y -L
B25.00
K1 12" TYPE 1 48
NON-WOVEN VARIES
N1 GEOTEXT I LE 14' 12' 12' 12' 12' 12' 24'MEDIAN 12' 12' 12' 12' 0'- ' S' 10'
DRAINAGE LAYER -- -- �_ �_ ►� ►� ►. ►� ►. 12►. 14' 18'►� _ _�
RS SINGLE FACED 17'WGR F
R7Z CO
DOCUMENT NOT CONSIDERED FINAL
CONCRETE
d UNLESS ALL SIGNATURES COMPLETED
CONCRETE BARRIER Li i^ Pi / t )1t 111 MEDIAN
(O
T EARTH MATERIAL Z
_ 12t t )11t ' LL
U EX PAVEMENT 11' 11' FDPS 1
Y MILLED RUMBLE PS PS \J
STRIPS CROWN GRADE
POINT ()CD m0 POINT Al CD V
61IIIIIIIIIIII III•\ 2% q/ 40� 2% 2% I 2% 4/o o
Q7 V
/
// ®® SHOULDER 1T— 0 `If. - III111111IIIIII
18.25"p 15.25" MIN. 2•7
/ i 'I SHOULDER ® co F
/ DRAIN —toO J =111111IIIIIIIIIIII
GRADE TO THIS LINE a LL
UJ CC
O O
Z LL
= 30'
TYPICAL SECTION NO. B-4
—L— 1-40
—L— STA. 30+11.51 TO 56+50.00
CL -L-
48'
Q. -LCDWB- 24'MEDIAN -LCDEB-
14'
14' _ 12 __ 12 __ 10'_2'_ 12' __12' 12 12 12' — 12' 12' VARIES _ 12' 12' FDPS,
0'-24'
Pi
Pi
/ t t t t t
•
11' 11'
(FDPS FDPS
CROWN Al Y GRADE Al GRADE Al1 I
POINT Om A4 O POINT O POINT
a fl v2% 6 j 4% 2% 2% 1,2% VARIES 2%
EXIST.I OR
T.WALL
L�— r — REMAIN)
m y ��� A � (TO IN)
0
CD cr / LJ LJ I SHOULDER
3/ SHOULDERN 15.25"
ero
/ 18.25 re.--,.
DRAIN DRAIN
ro
// K COl 111)
K/
ill
15.25"
v
is, GRADE TO THIS LINE GRADE TO THIS LINE
a
v
N
CO
N
00
TYPICAL SECTION NO. B-5
c
—L— 1-40
—L— STA. 56+50 TO 62+99.78
U
N�
oN
Um
303
lD/o_L073

I ) LANE PROJECT REFERENCE NO. SHEET NO.
Al ,a^ PCCP I-3819B 2B-4
AA 14" PCCP JOINTED RN✓ SHEET NO.
WITHOUT DOWELS ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
Cl 11%" SF9.5B
El 3" B25.00
KI 12" TYPE 1
NON-WOVEN
N, GEOTEXTILE
DRAINAGE LAYER
A_, MEDIAN
CONCRETE BARRIER
T EARTH MATERIAL
DOCUMENT NOT CONSIDERED FINAL
U EX PAVEMENT UNLESS ALL SIGNATURES COMPLETED
Y MILLED RUMBLE
STRIPS
Q -L-
L. 48 ►
c_ -LCDWB- 24'MEDIAN Q -LCDEB-
12' 12' 12' 10' 2' 12' 12' 12' 12' 12' 12' 12' 12' 10' 12' 12' 14'
FDPS
i I'
iI I i1 i�
‘,"1 14 ',‘I ail \'I it 1,1 14t frt
O
R7 L L
11' 11' 12' 10'
FDPS FDPS FDPS FDPS
POINT O A4 C� 0 GRADE Pe A4 GRADE Al O
A4 POINT f POINT A4
e Gil
�/, El 18.25"1 SHOULDER
I DRAIN
z- / 18.25'' ® SHOULDER ® Or,-,., I EXIST
// i U U W O DRAIN Cl O SHOULD R O lRET.WALL
Kl Kl DRAIN Kl Kl I (TO REMAIN)
15.25" I
GRADE TO THIS LINE GRADE TO THIS LINE
TYPICAL SECTION NO. B-6
-L- 1-40
-L- STA. 62+99.78 TO BEGIN APPROACH SLAB STA. 84+86.64
m
-o
4
m
N
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00
CO
Is
CO
N
7
00
10
7
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U
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303
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7,/CC

LANE PROJECT REFERENCE NO. SHEET NO.
Al 14" PCCP W/ 38/98 28-5
DOWELS
A4 14" PCCP JOINTED R'W SHEET NO.
WITHOUT DOWELS ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
C1 14" SF9.5B
C2 3" S9.5D
D1 3" I19.0C Y -L-
E2 4" B25.0C 48'
E4 12.5" B25.DC VARIES I VARIES VARIES
10' 6' 18' 14' 0'-12' 12' 12' 12' 12' 24'MEDIAN 12' 12' 12' 0'-12' 0'-12' 14' 18' 6' 10'
K1 12" TYPE 1 H 17'WGR 17'WGR H
NON-WOVEN Z_ H 12' — 12' Z_ H DOCUMENT NOT CONSIDERED FINAL
NiB DRAINAGE L O=O O O UNLESS ALL SIGNATURES COMPLETED
DRAINAGE LAYER 0_ if 1 )I( ir D_
MEDIAN W W
CONCRETE BARRIER U' U'
T EARTH MATERIAL // = LL 12 11' 11'► 12' = LL
U EX. PAVEMENT
I V FDPS FDPS FDPS FDPS V 1u MILLED
IIIIIIII\I-�IIII II= RA 111111 11111
=
Y RUMBLE V 2.J A4 O 0G POINTDE CNDGRADE Y POINT Al O A4
STRIPS CD .N
IIII
Hill-11111111111= 61 r 4_°/u 2%r 2% 2% % 4% 2% 2% 2% 2% 2% 4% 61 =11111IIIIIIII IIII
<-Q Dom- D D D D _,
4� /illagal �, -_,�_��-.- -,�� - --ter_ .. ■__ - - - .�.a s.Q�CI u \ a1(
61 O ® \\ 0 s 1
111111IIIIIIIIII= Q' L =IIIIIIIIII-IIIIII
'� JP SHDRAINER ® 15.25" SHOULDER 15.25" C� SHOULDER
��Q 2 1
�' C� DRAIN \I,\\ K� N� J
V H O H V V
Z111111 111111-1111I= O J O J _0 1111-111111—0 1111
o L� GRADE TO THIS LINE o_ LL
CL-SR_Y15-
EXIST. 12' 12' Lu Z O Z O
LL
r' 6.75'-11.4' 30' _ = 30'
)1( Atk TYPICAL SECTION NO. B-7
—L— 1-40
—L— STA. 178+50 TO 210+50
© 0
CHAIN LINK
EXIST EXIST 2%/o C/A FENCE
--� ..kinf -'-.
SEE TYP.B-7
O • UIDI ®O RET.WALL
l Q -L-
TYPICAL SECTION DETAIL NO. B-7A VAR. 48'-57.2' ►
VARIES VARIES VARIES
—SR Y15— WILSON PARK ROAD —10' 6'_ _ 18' 14' 0-12' 12' 12' 0-12' MEDIAN 12' _ 12' 0-12' 14' 18' 6' 10'
—SR_Y15— STA. 13+91.65 TO 24+49.83 Z (0 17'WGR VAR.24'-33.2' 17'WGR Z In
a U o
W
z
w 12'_ " 12' 11-17'R11-14.2' =
m IV FDPS PS PS FDPS
rn -
-0 11111=111111111111= —
�� 2 C2 O GRADE C2 �r C2 C2 Y GRADE C2 O C2 ^ IIII-I IIII-II III
m \/ i POINT POINT
N 111111=111111-111111= 67 1 4o/ v 2% 2% 2% r2% �/ V �,4`/° 2% 2% 1 2% 4% 1 61 -IIII 111111=111111
it- Artirair"- \ 1"ir-nrillik Nv,......._ 1
6.1 E4 CD Dl Dl s
m 1111 11 11 0 111111 11= V-Q` O Dl 0 =11111111111111111
I tit Dl E4 18.5" E4 018.5" E4 d7
oo co I-
co H I
v 111111=111111W111= -J 5 J =IIII=111111 11 0 11
D
v w u_ GRADE TO THIS LINE W U
S z ° ow
co 30' _ = 30'
co ► '
ro
TYPICAL SECTION NO. B-8
y —L— 1-40
—L— STA. 210+50 TO 212+10
U
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2
O p
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lD/0_

I ) LANE PROJECT REFERENCE NO.
38/98 SHEET NO.
2B-6
SHEET NO.
C2 3" S9.5D RN✓
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
01 3" I19.0C
E4 12.5" B25.0C
T EARTH MATERIAL
Y MILLED RUMBLE
STRIPS
DOCUMENT NOT CONSIDERED FINAL
c_ -L- UNLESS ALL SIGNATURES COMPLETED
MEDIAN VAR.
' ►
7
10' 6'� 18' 14' VAR., 12' �, 12 8 33.2'-54,8' 12' _ 12' _VAR.
.._ 14' 18' 6' 10►
i- 17'WGR 0'-12' 0-12' 17'WGR H-
zF zF
av av
w PROP. DLL
CC
z° CABLE z_O°
x 12' 4' GGR 4' 12' x
\/ FDPS FDPS? H ______ FDPS FDPS \/
III II_IIIIII III11= GRADE GRADE ,� =11111—IIIIII_IIIII
\/ ?. O POINT NSET O 0 POINT O `1
111111IIIIII-1111—_ 67 4%� 2% 2% o/ 40� 4 4%20/ 2°/u 2% 2°/u 4% 61 —1111—IIIII1-11111
( V 6..1 7 \ 185i0 \ / 0 1 18.5 67
IIIIIi-IIIII IIIIICI% \ O / 42O /. =11111111111-IIIIII
co
4 r x
—11111111111111111= 5 71 p 0 =1111=IIIIIIIIII11
D- tL 'D m
w GRADE TO THIS LINE GRADE TO THIS LINE T -
r
O
ZO co
30' _ 30'
TYPICAL SECTION NO. B-9
-L- 1-40
-L- STA. 212+10.00 TO 219+35.97 (WESTBOUND)
-L- STA. 212+10.00 TO 219+02.76 (EASTBOUND)
MEDIAN VARIES
6'-11' 50'-54' 6'-11'
TRAVEL _ :I-RAVEL
FDPS FDPS LANES
c
cn 0
10 m°I - C2 Y
Es m cd
4% -ROP.GR— " > 4%
JP
C)
CD p p CD E4
oo
oo
co
INSET TO TYPICAL SECTION NO. B-9
00
-L- STA. 216+87.00 TO 219+35.97
N
N
N
CO
LO
-o
01
U
m+H
.m
cn,-
3 L.R.
03
00
9
\/CC
lD/o_

B OGFC N S I ) LANE PROJECT REFERENCE1-38/98 NO. SHEET NO.
28-7
SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS
SHEET NO.
C2 3" S9.5D RN✓
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
01 3" I19.0C Q-Y_S-
Es 13.5" Bzs.oc 10' 6' _ 18' 14' 12' 12' 12' 30' 12' 12' EX.
T EARTH MATERIAL ' - 17'WGF' 1'(TYP)
H 12' 1'(TYP) 1'(TYP)
U EX PAVEMENT Z fn FLI �FDP) 7'
MILLED RUMBLE \I \7 a O 1'(TYP)
Y STRIPS a
111111111)IIIII
2� z p C2 e GRADE O Y* Gio
DPS O
LL
IIIIII-IIIIII11111= 6 7 2 o POINT '� DOCUMENT NOT CONSIDERED FINAL
4% 2/0 2% 2% 2°/ V EX. EX. EX.
UNLESS ALL SIGNATURES COMPLETED
6'1 E5\o ' A
L .G I- _ -J
IIIIII=111111=1111= O Dl 20.25" SHOULDER
SHOULDER DRAIN
\I/ `L� DRAIN
IIIIII IIIIII-11110= 0 J
a LL
w w GRADE TO THIS LINE
O O
ZLL
30' _
TYPICAL SECTION NO. B-10
-Y- 1-77
-Y S- STA. 25+00.49 TO 31+25.48
Q-Y-S-
1
VAR.
48'-54'
MEDIAN VAR.
24'-30'
10' 6'..., 18' 14' , VAR. 12' ._ 12' 9'-1,,, 9'-11' _ 12' __ 12' VAR. 14' , 18' _6'_ 10'
H 17'WGR 0'-12' 0'-12' 17'WGR I-
z 0 z co
5's o j
D- O 1' 1' a 0
z1'(TYP) ytpTYP)
x 12' 4y1' 1' , ' J = 11
\/ FDPS FDPS I 1 FDPS FDPS V
11111i11111-11111= 2 p
GRADE Y* ROP. o� Y* GRADE -IIIIIIIIII=II III
� n POINT I °� S _ . POINT O,,m 1
IIIIIIIIIIII=1111 S1 4% �/ 2% 2% o �/ GR +1 2% 2% 4/ rot 1111IIIIIIIIIIII
_ 4/0 4/a _
�ilanik`�P/�f�k� R
/r°
IIIIIIIIIIII=1111= 1 20.25". 0CA 20.25" q� =1111IIIIIIIIIIII
1:° 04,1
1:11
27
\ H x
IIIIII=IIIIIIIIIIII= 0 J p 0 —11111IIIIII_IIIIII
CL LT_
GRADE TO THIS LINE GRADE TO THIS LINE T -
r
m Z co Z
m 30' H 30'
N
a
TYPICAL SECTION NO. B-11
-Y-S- 1-77
-Y S- STA. 31+25.48 TO 34+00.00
co
Iq
N
00
N
N
01
CO
LO
i
-o
01
U
m+H
om
cn-U
� a NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
Do *INSIDE EDGE OF MILLED RUMBLE STRIP SHALL BE 4"OFF O.G.F.C.
LDVO
,ova

SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS " S I / LANE PROJECT REFERENCE NO. SHEET NO.
B OGFC 1-38/98 28-8
Y_S,-Y_N-
C2 3" S9.5D R,W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
01 3" I19.0C
48' _
E2 a" 825.00 VARIES VARIES ' I VARIES VARIES
G1 a" CTB 10' _ 6' 18' 14' _ 0'-12' _0'-12' _ 12' _ 12' _ 12' 24'MEDIAN 12' 12' 12' _0'-12' _0'-12' 14' 18' 6' 10
K1 12" TYPE 1
I- 17'WGR � 17'WGR I-
R7 MEDIAN D-U D_U
CONCRETE BARRIER z D_
T EARTH MATERIAL Z OLL 12' Z OLL
x 12' _ 11' 11' I DOCUMENT NOT CONSIDERED FINAL
U EX PAVEMENT ( 'FDPS FOPS FDPS FDPS \/ ) UNLESS ALL SIGNATURES COMPLETED
W WEDGING ill=IIIIII=IIIII_ GRADE Y* GRADE ,� =IIIIIIIIIII=IIIII
MILLED RUMBLE V ?7 Q 0 C2 POINT - . POINT 0 0 �' /
Y STRIPS IIIIII=IIIIIIIIII= 67 0 aL�/o/o 2% 2% 2% 2% 4/ 4% 20/u 2% 2% 2% 4/0 O 61 IIIIIIIIIIIIIIII
'141
6:1 irr 6" Dl E2 ®— 0 E2 . Dl 6 , 6 r
III / -IIII-IIIIIIIIIIII
SHOULDER
,L!� SHOULDERDRAIN 18.75 DRAIN SHOULDER 18.75" SHOULDER 2'� 1
( (IF REQ.) (IF REQ.) DRAIN DRAIN
F (IF REQ.) (IF REQ.) I-
-IIIIII\=IIIIIIIIIIII= O J O J =IIIIIIIIIIIIIIIII
w GRADE TO THIS LINE w ce
zO z0
30' _ 30'
TYPICAL SECTION NO. B-12
-Y_N- —Y— 1-77
VAR. —Y_S— STA. 34+00.00 TO 111+00.00
a8-sa' —Y N— STA. 175+00.00 TO 197+95.43
MEDIAN VAR. -
24'-34'
V
R.
10' 6' 18' 14' VAR. , 12' _ 12' �9''A14' 13' 12' 12' 12' 23.3'-27.6)3' 18' 6' 10'
0'-12' VAR.
Z 1-In 17'WGR 24.33'-30.63' z co
O 6'-11' W/GR O
o_ O i o_ c>
z0 VAR ZO
I 12' 4''y1' 10' 21.33'-25.83' _ \
v �FDPS' FDPS t FDPS FDPS V I
IIIIIIIIIII=IIIII= 2 GRADE Y* 8j 6% GRADE ^ =IIIIIIIIIIIIRIII
mO al POINT O 0 B POINT 00 ti /
___r.,...
IIIIIIIIIIIIIIII- sl 0 4% 11610- 2% , %- ;I ,,r/—
� .�I� ° 2% ®� IL. 0 01 = IIIIIIIIIIII -Y_N-
rq o /0 2/o
IIIIII IIIIIIIIIII_ 6.1 vr,2,
� 6,
1® L 187s
" O Gl \18.75 ' -'41411tIpr 6 r -IIIIIIIIIII IIIIII
19'
Is
0\ 2 13' 12' 12' 12' 24.33'WGR 18' 6' 10'
SHOULDER SHOULDER SHOULDER SHOULDE' 7 '� - - - - �'
( F DRAIN U DRAIN �® DRAIN DRAIN = 1 1-
IIIIIIIIIIIIIIII= 5 J ® 0 z =IIIIIIIIIIIIIIII I I II O 0
0- Li 'DITI \1 wV
w GRADE TO THIS LINE -n -u \/ t (7 o
(, GRADE TO THIS LINE pilk z O
c z LL cn z 10' 21.33' = 1
-o 30' _ H 30' FOPS �FDPS \/ j
1 _ GRADE -IIIIIIIIIuIIIII
TYPICAL SECTION NO. B-13 aI 8°%� ° B POINT ® 4°0I 0 ti^ — / V
EXIST. EXIST. 4{j 114% 2/0 2% 4/ I 6' =IIIIIIIIII=IIIIII
—Y— 1-77
T _.<..._.�- ..
—Y N— STA. 197+95.43 TO 205+15.43 `� L--- -' J JP - -- - - p1
L
m s2,
.. 0 ' s'r
6\18.75" l'qR =_IIIIIIIIII-IIIIII
03
rii SHOULDER 2')
a DRAIN
v
m GP-Y-SBL U SHOULDER I
-, ® DRAIN 0 Z —IIIIIIIIIIIIIIIIII
m xim
N GRADE TO THIS LINE
• IDO
LO
30'
c ►0, FMAINIITrimimmimimmillAM7 / WTI. TYPICAL SECTION NO. B-13A
_ — U —Y— 1-77
° 3"MIN. 2.5"MIN. 2.5"MIN. —Y N— STA. 205+15.43 TO 209+50.00
i 3"MIN.
mw
om Detail Showing Method of Wedging
cn-U
�03
NOTE:PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
i9 0, *INSIDE EDGE OF MILLED RUMBLE STRIP SHALL BE 4"OFF O.G.F.C.
Diu
uia

I ) LANE PROJECT REFERENCE NO. SHEET NO.
B OGFC I-3819B 2B-9
SEE SHEET 2A-8 & 2A-9 FOR SPECIAL DETAILS
C2 3" S9.5D RN✓ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
C3 3" S9.5B
-Y_N-
D1 3" I19.CC
VAR.,
-
D2 4" I19.CC -'15'-19'
D3 21/2" I19.0C
VAR.
E2 4" E25.0C VAR. 12' 12' VAR. 14'-26.75' 18' 6' 10'
II
01 a° CTB 'b'-131' 0'-12' 1T-27.75' I-
FI t W/GR 5 co DOCUMENT NOT CONSIDERED FINAL
J1 6" ABC \I j \% 6'-10' w U UNLESS ALL SIGNATURES COMPLETED
J2 a" AEC \/ \/ FDPS f i 11'(TYP.) Z o
K1 12" TYPE 1 3' H 1'(TYP.) 12'-24.75' 2 w
FDPS \7
T EARTH MATERIAL
8% Y GRADE —IIIII—IIIIII11�111-
POINT �O0 ti^ -
U EX PAVEMENT EXIST. EXIST. j 11:4° 2% 2% ® 4i% O 61 -IIIIIIIIIIIIIIII
W WEDGING _ ——————— —1- • _ _ .-.- - _
\\ ice/ L--- �_.r�.
MILLED RUMBLE r I J _ ,, 1
Y STRIPS ����' L- -1 • 1 © J ® A
s'2 s.
7
O 1 18.75"
8.75 IIIIIIIIIIIIIIII
I
L)
2o® aSHDINERHOIDNER-G 7
® _
xi m
- -✓
11111 IIIIII I IIIII
GRADE TO THIS LINE -n -o
E O GP-Y-NU
co 2
H 30'
TYPICAL SECTION NO. B-13B ® m m m m
—Y— 1-77 �������
—Y_N— STA. 209+50.00 TO 216+70.00 I//LIIT�//272' �— _ ��\��WWM
Ill11111111111111-1111r1
_ uIIIIIIIIIIIIp
_
3"MIN. 2.5"MIN. 2.5"MIN.
3"MIN.
Detail Showing Method of Wedging
Q -Y15RPB-
Q -Y15RPC-
10' 6' 18' 12' 12' , 4' 12' , 18' , 16' ,_
z CO
z_1n
5 O VARIES VARIES
a c=j w v 16' 18' 12' 4'-12' 12' 0'-12' _ 14'__ 18' 6' 10'
0 4 CO
_ _ -4 z I-~ - - - ._ _1TWGR I- F
FDPS GRADE PS o-v o
( POINT w w
?�� © Z o Oz 0
0 •27 _ w FDPS GRADE FDPS = w
m 4/ 8% 2% 2% 2%4% 1 -,Fa-.'. POINT 1
�((� =i.1.1=111
Got 6 JJ,,
u M on- 6.1 �O ' _iFm 1�i� ony� c 111fL
co
27
m LilC7 LL / 12' —' - C Ueat
�, z0 .. ,.. zvI 12' . ZN _8a
m 80' _ 30' O �_ -r
N w LT_ L. WIDTH cL E
m (D VARIES►Ce
tr
z w SEE z O
30' PLANS = 30'
-o r. -. ►
m
c
Y
TYPICAL SECTION NO. B-14 TYPICAL SECTION NO. B-15
m� —Y15RPB— RAMP B —Y15RPC— RAMP C
cn —Y15RPB— STA. 14+79.70 TO 18+00.00 —Y15RPC— STA. 14+94.43 TO 23+99.24
"-oa NOTE PAVEMENT EDGE SLOPES ARE 1:1 UNLESS SHOWN OTHERWISE.
i9 00 *INSIDE EDGE OF MILLED RUMBLE STRIP SHALL BE 4"OFF O.G.F.C.
LDiO
,0ia

I ) LANE PROJECT REFERENCE NO. SHEET NO.
C3 3" ss.se 38/98 2B-10
SHEET NO.
D2 4" I19.OC RN✓
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
J1 6" ABC
J2 8" ABC
K1 12" TYPE 1 _yg_
R2 2'-6" C & G
R3 5" MCI VARIES VARIES
24'-44' 24'-44'
S SIDEWALK 10'** 2' 12' 12' 4'_4'_ 8' 12' 12' _2,' 10'
_
14' 14' DOCUMENT NOT CONSIDERED FINAL
T EARTH MATERIAL W/GR W/GR UNLESS ALL SIGNATURES COMPLETED
U EX PAVEMENT
W WEDGING 22'6"
...._....4 if
1 tC&G )
(�qR 6" 5' 5' 6" .0O'•
T02. MIN. " I © I GRADE I~ MIN.�PF..
/' POINT
,{�..: S
p21 o 0 0 qR T
JP�-c Q j6 15" U 15' — Q 0?7'* 1
CtoIN
I" GRADE TO WIDTH&LOCATION VAR. 1
)\_THIS LINE SEE PLANS GRADE TO
THIS LINE
TYPICAL SECTION NO. B-16
—Y9— BROAD STREET
—Y9— STA. 14+41.60 TO BRIDGE STA. 25+37.33
—Y9— BRIDGE STA 28+45.58 TO 50+00.00
*4:1 MAX SIDE SLOPE WITHIN INTERCHANGE AREA
**12'WHEN SIDE SLOPE IS 2:1(FROM STA.34+64.70 TO STA.35+67.70)
q -Y9LPA-,-Y9LPC-
c_
—VARIES
6'-9'
VAR. 4'-12'
1 ►. _' ' ►' .. ►' 14' 2' 12' 12' 18' 6' 10'
16' 18' 12'_�__ VAR. 14' 18' S 10'
I- 1224 W/GR17' Z � COz
O
zF Is
o� av
O a 0re
o. W
w 0 0 w 4 z O
0 4' 12' z 0 (
GRADE PS = u-
= OLL PS )GRADE DPS = ,,,, POINT
POINT 4•7 C3
n-a
i..ii � %4 2/u2% 2%4%
c I 7
Nil�m
a 4% 2%2% 2% 4% 1 4.A
- .. ...= 6: I el
A.\ VPR ...Al*On i �i� Q .pie_ _.
a -
A, 6 6:i t 012 ._ 13 q.' _i� Fi
o,' .. 12"► 13" _ 12" 2•.� D2 Kl
it,etVIV K1�F Z cn
7 z N Z 1n - GRADE TO- Oa L
aN.. D_ LI -GRADE TO CL IJ-i THIS LINE 0
v °Lu THIS LINE
m z� z0 30'
N 30 _� 30'
m
N
CV
TYPICAL SECTION NO. B-18
LO
CO TYPICAL SECTION NO. B-17 —Y9LPA— LOOP A
-o —Y9RPA— RAMP A —Y9LPA— STA. 11+75.47 TO 18+11.27
c —Y9RPA— STA. 17+13.86 TO 27+70.95 —Y9LPC— LOOP C
—Y9RPC— RAMP C —Y9LPC— STA. 11+87.87 TO 18+91.43
—Y9RPC— STA. 13+98.24 TO 24+52.47
cn,-U
Cn
303
Lon o
\/CC
lD/EL

I ) LANE PROJECT REFERENCE NO. SHEET NO.
C3 3" ss.se I-3819B 2B—II
D2 4" I19.OC R,W SHEET NO.
ROADWAY DESIGN HYDRAULICS
J2 8" AEC % -Y9A- % -Y9B- ENGINEER ENGINEER
K1 12" TYPE 1
R2 2'-6" C & G 8.0'11.
2'--. 16.5 16.5►2''.0' 10',2' 18' 18' 2' 10'►
R3 5" MCI
S SIDEWALK
T EARTH MATERIAL
2'-6 �2'-6" 2'-6 ► 2'-6" DOCUMENT NOT CONSIDERED FINAL
U EX PAVEMENT C&G GRADE C&G C&G GRADE C&G 1 UNLESS ALL SIGNATURES COMPLETED
W WEDGING 4Q,4' V•9R TO POINT 6' 02� w\L■e.:° 4�..��. l�,yR T POINT ,L1
+ 1 m. =m.i
?' �I �► JP�� 02.7 C3 JP��O
2%` 2% 2% `�— 2 - 2% 2% 2% 2%
IS
7y R� 2:1 T�11 "m611 VAR TO APR 102:1 O i t0 VAR• T021
20
um
VP 1
O . © _4f R2
J2 CDWIDTH , J2 15"
VARIES GRADE TO—
SEE PLANS THIS LINE
TYPICAL SECTION NO. B-19 TYPICAL SECTION NO. B-20
-Y9B- BEECHWOOD ROAD
-Y9A- KNOX ROAD -Y9B- STA. 11+90.00 TO 14+98
-Y9A- STA. 10+32.49 TO 11+56.68
% -Y9C-
-Y9B-
10' 2' 12' 12' 12' 18' 2' 10'
8' 6' VAR. VAR. 6'_ 8'►
10'-18' 10'-18'
_1,1.o t 1.-
GRDE POINT : I/ r / 1 t
Vq'TO2' C) GRADE POINT 0 JPR(021
7 VA o C 2% 2%� o CZ- IIIIII IIIIII ii„�11-' VPR. -- ,. . --____' TO2'1
ol 2% 2% 2% 1� 2%
O �0 R.
m IIIIII—lull)—I R '�� /1
-' \ .-2 ',C,1#,,, 8/0 4:1 �P Q 6„4 15" ►\. 6„O .oi-m
\j J2 WIDTH VARIES U J2
R T 6 6 O !/ SEE PLANS D21 4 GRADE TO
( JP J2 15" qR ( THIS LINE
ro
/ IIIIIIIIIIII= GRADE TO— IIIIIIIIIIII=I
THIS LINE
cq
, TYPICAL SECTION NO. B-21
N TYPICAL SECTION NO. B-20A -Y9C- SHOPPING CENTER ENTRANCE
00
CV
-Y9B- BEECHWOOD ROAD -Y9C- STA. 10+32.03 TO 11 +69.41
to -Y9B- STA. 10+05.00 TO 11 +90.00
-o
c
0
U
/
'1',':-.'
.m
-U
303
k9
\/CC
lD/a_

I ) LANE PROJECT REFERENCE NO. SHEET NO.
C3 3" ss.se I-3819B 28-12
SHEET NO.
D2 4" I19.SC RN✓
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
J2 8" ABC
M3 MILLING Q Y9D-
Q -Y9D-
R2 2'-6" C & G
S 4" SIDEWALK M.16.5' __ VARIES
16.5'-38.5'
T EARTH MATERIAL
8' 2' VAR L VAR VAR 2' 8' 8' 2' 11' 5.5' S.5'_VAR__ 11 __VAR_2._ 8'
U EX PAVEMENT 10.5-11' 0'-11' 10.5'-11' 0'-11' 0'-11'
DOCUMENT NOT CONSIDERED FINAL
w WEDGINGAt I( I r UNLESS ALL SIGNATURES COMPLETED
1 t
4 -/ . ) ..,LoNic. )
Tin..- m—° am_m
2'7 21 2 7 GRADE Z1
0 GRADE
POINT POINT O
22°/ 2% 2% 2% 22% 92% 2% C3 2%
1� if
Al 6„ irS 5„ 1 .eh ' NO 4•7 Q O�'A15' J2 `15" D2 ©O 41
1,11M II
1111,11,
GRADE TO WIDTH VAR.
THIS LINE ' SEE PLANS GRADE TO GRADE TO
THIS LINE THIS LINE
TYPICAL SECTION NO. B-22 TYPICAL SECTION NO. B-23
-Y9D- EASTSIDE DRIVE -Y9D- EASTSIDE DRIVE
-Y9D- STA. 18+04.04 TO STA. 18+50.00 -Y9D- STA. 18+50.00 TO STA. 24+01.02
Q -Y9D-
VAR VAR �L -Y9E-
22'-27.5' 22'-27.5
VAR 2' 11' 11' VAR 11' 11' 2' 8'
8'-14'* 0'-11'
-il:.&•i5 VAR 2' VAR VAR VAR 2' 8'
[34'-g' 10'-11' 0'-11' 10'-11'
I 2'-6IL 2'-6"
2.5',I
1 t
V C&G C&G I i
1
IIIIII-11UA1111111— f5►' H1=IIIIII-IIIIII
7
4) © GRADE 2� �/
-Y9E- IIIIII=IIIIIIIIIIII— `
2°/ C3 2/0 1012% F 2%/0 27 ® L1
_� O GRADE
O7.._, — g.POINTS
2�/0 2°/u 2% 2%
2 ?y
(
yi
J2 15" 15' ,O© \✓ 1 H.8'..2' 11' _ 11' 11' 2'_ 8' 1 �✓1� ,
,. 11u11M1111_ GRADE TOD2 J2 © 11u=IIIIII111111 4' ©�j i t ( \ 5„ 1 111-..—.§ 0 v7
THIS LINE 2.5....j - IIIIII IIIIII 1111= �® ® F =�-����=���
WIDTH&LOCATION VAR. GRADE TO
c SEE PLANS THIS LINE \ GRADE TO
p1 _ \/ V I THIS LINE WIDTH VAR. GRADE TO
_IIIIIIIIIIII— SEE PLANS THIS LINE
'7 2•7 T.
11111IIIIIIIIIIII
NGRADE
TYPICAL SECTION NO. B-24 % m2% POINT
2%
—Y9D— SIGNAL HILL DRIVE .__ Aar, TYPICAL SECTION NO. B-25A
ero ro
-Y9D- STA. 24+77.37 TO STA. 33+90.38 a` ©� 5„ 4, -Y9E- CAROLINA STREET
SEE PLAN FOR SIDEWALK LOCATION \/ O©6„ ® V 1 -Y9E- STA. 11 +35.00 TO STA. 13+89.11
CV
r� "USE 14'BERM BETWEEN-Y9D-STA.25+15 TO STA.32+84 IIIIII=111111=1111- D2 =1111IIIIII IIIIII SEE PLAN FOR SIDEWALK LOCATION
GRADE TO *MILLING BETWEEN 13+00 TO 13+89.11
m THIS LINE
N
CO
N
7
TYPICAL SECTION NO. B-25
-Y9E- CAROLINA STREET
-Y9E- STA. 10+16.50 TO STA. 11+35.00
SEE PLAN FOR SIDEWALK LOCATION
U
N�
ON
Um
303
,
,--CC
lD/o_

NNSI ) LANE PROJECT I-3819B NO. SHEET NO.
C3 s" ss.se 28-13
SHEET NO.
D2 4" I19.0C RN✓
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
J2 8" ABC
R2 2'-6" C & G
T EARTH MATERIAL
U EX PAVEMENT Q. -Y9 G- Q -Y9 H-
W WEDGING
8' 2' 12'-15' 12'-15' 2' 8' 4.5'2' 12'-15' 12'-15' 2.4.5' DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
1 At
2,-6„ . / t 2,-6„
GRADE C&G GRADE C&G
rl-limit
POI ou n / - POINT -„ii1
?7 C3eaD ?�
2'` a 21
VAR 2% 2% 2% 2% _4 VAR VAR 2% 2% 2% 2% VAR
�1� . �� I. m ®rsom, Ark 2:1 ,,,.,III i�,�„� N.A � � �� r�� 4
1 ��,..,,,
©." _ Ey 6,0 S.. 6"O
GRADE TO h GRADE TO
THIS LINE 5 WIDTH15 THIS LINE -15"
r VAT. GRADE TO GRADE TO
SEE PLANS THIS LINE THIS LINE
TYPICAL SECTION NO. B-26 TYPICAL SECTION NO. B-26A
—Y9G— DALE STREET —Y9H— (DRIVEWAY)
—Y9G— STA. 10+20 TO STA. 11 +00.00 —Y9H— STA. 10+20 TO STA. 11 +22.68
Q -Y10-
Q -Y10-
8'
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CO
LO
Y10 US 64 (DAVIE AVENUE) —Y10— US 64 (DAVIE AVENUE)
—Y10— STA. 17+82.00 TO 21+20.00 —Y10— STA. 21+20.00 TO BRIDGE STA. 25+75.79
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I ) LANE PROJECT 3819B NO. SHEET NO.
ca 3" ss.se 38/98 28-14
D2 4" I19.OC R,W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
J2 8" ABC
M3 MILLING (3")
R2 2'-6" C & G
-Y10-
S SIDEWALK Q -Y10-
T EARTH MATERIAL
8'
U EX PAVEMENT 8' 10' 6' 12' 11'WGR 12' 12' 2' 10'►
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~ a Is / t
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w v5 is if 1 Z u_ GRADE 5'
Z 4' POINT �✓_ 4' POINT © 1 =pl IIIIII=IIIIII
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15 ® �P�CO I - C) ED JP�
mil, 111111-IIII1- 2, 8% 2% 2% 2%/0
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6:1 fl�1.T.� y TO IIIIIIIIIIII=IIIII= �' �il 2� 1
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® GRADE TO / o THIS LINE
THIS LINE \I 22'
IIIIIIIIIIII=IIII- Z U LOCATION
30' VARIES
TYPICAL SECTION NO. B-29 (SEE PLANS)
Y10- US 64 (DAVIE AVENUE) TYPICAL SECTION NO. B-30
-Y10- BRIDGE STA. 28+19.04 TO 31+50.00
-Y10- US 64 (DAVIE AVENUE)
-Y10- STA. 31+50.00 TO 33+97.20
Q -Y11-
1V W8'GR 12' VAR. 11'W8'GR 8'
F 12'-17' 1-
Z co
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l VARIES
m "-"" GRADE TO 15 (SEE PLANS)
N THIS LINE
m
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1 mil
m (SEE PLANS) TYPICAL SECTION NO. B-31
LO
7 -Y11- SIMONTON ROAD
-Y11- STA. 19+00.00 TO 19+60.00
TYPICAL SECTION NO. B-30A
-Y10- US 64 (DAVIE AVENUE)
)� -Y10- STA. 33+97.2 0 TO 36+88.00
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I ) LANE PROJECT REFERENCE NO. SHEET NO.
Cl 1.25" s9.5B I-3819B 28-15
C3 3" S9.58 q -Y11- R/W SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
D2 4" I19.0C
JI 6" ABC VARIES 10'
r 8'-10' 2' 12' 12' 0'-12' 2' MIN.
J2 8" ABC _
R2 2'-6" C & 6
S SIDEWALK
T EARTH MATERIAL /
/ 1' \/ 9.5'-10'2' DOCUMENT NOT CONSIDERED FINAL
U EX PAVEMENT 1111 111111=1111- �4R�•0 GRADE 5 ~ OQ;1 =1111=111111111111 UNLESS ALL SIGNATURES COMPLETED
W WEDGING 27 POINT JP��
2% , 2% 2%
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111111----111111=1111 0= _ NITO -1111-11111IIIIIII I�
CHAIN LINK
J2 D2 ® C/A FENCE 2% 2%
■--� Vr VARIES y �J -
SEE PLANS I
RET.WALL
TYPICAL SECTION NO. B-32 TYPICAL SECTION DETAIL NO. B-32A
—Y11— SIMONTON ROAD —Y11— SIMONTON ROAD
—Y11— STA. 19+60.00 TO 31+50.00 —Y11— STA. 23+77.05 TO 26+91.92
*SIDEWALK LOCATION VARIES (SEE PLANS)
-Y11-
10' 2' VARIES 12'-24' 12' 2' 10' gY10DR1-
10'_2_ 15' 15' _2'_10' ►
( / t ,
V I
111111-111111111I11- '9R : =III11=111111-Hill
r0 . GRADE '(02
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THIS LINE SEE PLANS ►
o-
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co
v
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oo TYPICAL SECTION NO. B-33 TYPICAL SECTION NO. B-34
01 —Y11— SIMONTON ROAD —YIODRI DRIVEWAY
LO
—Y11— STA. 31+50.00 TO 33+13.85 —Y10DR1— STA. 10+12.80 TO STA. 12+34.54
c
*SIDEWALK LOCATION VARIES (SEE PLANS)
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I ) LANE PROJECT REFERENCE819BNO. SHEET NO.
B OGFC 1-38/98 28-16
C2 3" S9.5D R,W SHEET NO.
ROADWAY DESIGN PAVEMENT DESIGN
ENGINEER ENGINEER
C3 3" S9.5B
D1 3" I19.0C
D2 4" I19.0C 4' 4' FDPS w
w
D3 21/2^ I19.0c 14' w 14' w ,1 O_E
FDPS wz FDPS Wz �II �wO
E3 VAR. DEPTH 1.5' 1i p5 1.5' 1, p5 ❑Q
825.0C
WJ �{ WJ wK
ES 13.5" B25.0C 1"I w>>O 1 � jO 4% I I— 2%
SINGLE FACED ___ - DOCUMENT NOT CONSIDERED FINAL
01 8" CTB NOISE WALL
�I ao/O 2% NOISE WALL o 4°/O w� 2% ��
7 BARRIER �_s-� a UNLESS ALL SIGNATURES COMPLETED
J1 6" ABC 5 - --_ -- \ 2/0 � _ (SEE WALL PLANS)
P�\� w®ISM �P��G c_.-s a a_rar.:.. ®0 0
4'
J3 VAR. DEPTH ABC ® IN
K1 12" TYPE 1 ® VIIIV •cal ®,
Ra sec ® P��S 02 RETAINING WALL
Q (TYPE VARIES)
R5 EXPY. GUTTER
SINGLE FACED TYPICAL SECTION DETAIL NO. 1A TYPICAL SECTION DETAIL NO. 1B TYPICAL SECTION DETAIL NO. 2
Rs BARRIER
T EARTH MATERIAL NOISE WALL W/BARRIER WALL NOISE WALL W/BARRIER WALL RETAINING WALL AT FILL
MILLED RUMBLE SEE PLANS FOR LOCATIONS ALONG: SEE PLANS FOR LOCATIONS ALONG:Y STRIPS SEE PLANS FOR LOCATIONS ALONG:
—Y_S— —Y_S— —Y_S—
CHAIN LINK
C/A FENCE
(SEE PLANS FOR LOCATION)
'LJ 4' 4'
VARIES w
\.JA NOISE WALL SEE PLANS zz
14' z NOISE WALL W
VAR 11/A w MIN O J
w
CONC.DITCH 1.5' FDPS pg VAR �fA 14, w
1 �w FDPS LLOg CONC.DITCH 1.5' 14' Og NOISE WALL 4' 3' FDPS ❑D_
1„ ❑ 0 CONC.DITCH 1.5' Oct
RETAINING WALL 0 W,- 1' W� • wH-
(TYPE VARIES) Ili 4% 2% 1"I 1 U'W 0 FDPS W W ORIGINAL
> 1"� oi GROUND j 0
- -._ -,.;�_z._;. RETAINING WALL 0 w� RETAINING WALL w
II
GUARDRAIL 1'
(TYPE VARIES) 4% 2°/u (TYPE VARIES) �I 4% I- 2"/o a I 4%
0 WO
® ®0 0 0 0 ® -0 a, 12" I ICP ® s 00
cp
TYPICAL SECTION DETAIL NO. 3 TYPICAL SECTION DETAIL NO. 4A TYPICAL SECTION DETAIL NO. 4B TYPICAL SECTION DETAIL NO. 5
RETAINING WALL IN CUT RETAINING WALL WITH NOISE WALL RETAINING WALL WITH NOISE WALL EXPRESSWAY GUTTER W/GUARDRAIL
SEE PLANS FOR LOCATIONS ALONG —Y_S— SEE PLANS FOR LOCATIONS ALONG —Y_S— SEE PLANS FOR LOCATIONS ALONG —Y9RPA— SEE PLANS FOR LOCATIONS ALONG:
—Y_S-
0
2
N
o
W W W
- z z
aD OW pg ORIGINAL CLEAR ZONE pW
En I�> cW7 GROUND 28'(RAMP) 12' p¢
N co 3 F. FDPS -'wH 3' L 12' �iw� ' FDPS Iwo
I_ FDPS
Ilm 00 1' �im 00 1' m
N 4%
NNI*
00 eili —
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LO GROUND 21 6„ GROUND 21 6" ®� ®� ® � e®
ol
1 12 0 0 0
-o
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3 TYPICAL SECTION DETAIL NO. 6A TYPICAL SECTION DETAIL NO. 6B TYPICAL SECTION DETAIL NO. 7
SHOULDER BERM GUTTER SHOULDER BERM GUTTER EXPRESSWAY GUTTER W/O GUARDRAIL
m'' SEE PLANS FOR LOCATIONS ALONG —Y_S— SEE PLANS FOR LOCATIONS ALONG —Y S— SEE PLANS FOR LOCATIONS ALONG:
3a —Y9RPC-
3-03
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LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
2D-1
RN✓ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DETAIL 1 DETAIL 2 DETAIL 3 DETAIL 4 DETAIL 5
LATERAL BASE DITCH STANDARD 'V'DITCH LATERAL'V'DITCH PIPE OUTLET CHANNEL STABILIZATION SPECIAL CUT DITCH vrHINGE DETAIL b DETAIL 7
(Not.Scale) SPECIAL CUT DITCH SPECIAL CUT DITCH ye
b (Naro Scale) I Not w Scale) (Nato Scale) (Norio Scale) HINGE
Natural 1 f_ Natural Bed (Nat°Scale) (Not to Scale)
Fill 6 Demotion Natural Front
Groan I.y \ IVY,. Slope f- Gauml Nowrcl Ditch Natural
d p Nowrol Natural Natuml Z) ftFill oan Ground Ground Natural V A',at t 1 Ground ?, \ Ground Ground p Slope +6y Slope Ground
B Min.D= 1.5 Ft. ) D 1` d ^' 4. A.\of Ditch Ground \D F\�° \of Front
Max.d= 1.5 Ft. Q Slope 4.) p \diet Dike
Min.D= 1.0 Ff. Geotemile Min.D= 0.5 Ft. F Slope
8= 5 F. Min.D= 1.0 H. Geamdile r� 6.0'
b= 5 F. Moo.d= 1.0 Ft Channel Bed Min.D= 1.5 Ft. 6.p•
FROM -YRPAC-STA.55+88 TO STA.55+27 4ng�h= 33 ryoriablel FROM -YRPD-STA.28+75 TO STA.29+66 Min.D= 1.0 F.
Type of Liner= PSRM Type of Liner= B Rip-Rap 6= 5 Ft. Typo aLiner--H CL Rip-Rap-Keyed-1n -YRPD-FROM STA.28+00 TO STA.28+75
-L WB-FROM STA.134+00 TO STA.136+50 -L-FROM STA.150+15 TO STA.152+00
FROM -LCDEB-STA.57+50 TO STA.62+81 FROM -YRPAC-STA.52+00 TO STA.53+84 -YRPC-STA.16+04 =L-FROM STA.133+12 TO STA.134+00 DOCUMENT NOT CONSIDERED FINAL
-Y_N-STA.210+35 RT
UNLESS ALL SIGNATURES COMPLETED
DETAIL 8 DETAIL 9 DETAIL 10 DETAIL 11 DETAIL 12 DETAIL 13 DETAIL 14 DETAIL 15
BERM BASE DITCH BERM BASE DITCH BERM 'V'DITCH SPECIAL LATERAL'V'DITCH CHANNEL CHANGE RIP RAP AT EMBANKMENT STANDARD BASE DITCH CONCRETE DITCH
(Nara Scaled b (Not to Scale) (Naro Scale) (Nato Scale) BEHIND(RETAIN Not to ING NG WALL ES
1 (Naro Scalel (Not to Scale) (Not to Scale) cc��
b { b 101min. Naural Natural RETAINING BOND JP'/
Natural \ Natural \ RDWY Natural i 1 Natural I-0-- Ground ?:) .11:\ Ground WALL BREAKER
I ) D Ground 7.) D 'L', RDWY b'� Fill Ground ?:) 1,; 1Ft. Slope Grade D
Ground ?. Tip
/ RDWY- Ground d ?; �' A.\ 4.y� Slope
d I p Pe Ditch 1.0'mi I D B I.
+ _ 1.1
‘73 D Geo..rileMin.D= 1.5 H. NATURAL
Min.D= 1.25 Ft. B GEOTEXTILE GEOTEXTILE ONril GROUND
Min.D= 0.75 Ff. Max.d= 1.25 H. Min.D= 1 Ff. 1 Natural SIDES ONLY Min.D=4 Ft. GEOTEXTILE Max.d= 1 Ft.
b= 5 Ff. Ground Max.d=4 H. B= 5 H.
B= 3 Ft. B= 3 Ft. Min.D= 1.0 H. 'When B is< 6.0' B=6 H. Type of Liner= Clues 2 Rip-Rap 4^ B= 1.0'
b= 5 H. 6= 5 Ft.Lin b=10 Ft. Typeof Liner= Class B Rip-Rap
R
Type of Liner= CLASS B Rip-Rap -L-FROM STA.166+50 TO STA.168+88 -YRPD-FROM STA.12+60 TO STA.13+14 Type of Liner= Class 2 Rip-Rap p-alp
-L-FROM STA.155+50 TO STA.158+32 -L-FROM STA.158+32 TO STA.160+00 -L-FROM STA.168+88 TO STA.171+00 -YRPAC-FROM STA.27+74 TO STA.33+50 -Y S-STA.121+45 -Y_S-FROM STA.119+50 TO STA.121+45 -YRPCA-FROM STA.41+00 TO STA.46+50 LT
-YRPAC-27+86 RT -YRPDB-FROM STA.45+20 TO STA.52+52 LT
-YRPAC-FROM STA.50+50 TO STA.55+50 RT
DETAIL 16 DETAIL 17 DETAIL 18 DETAIL 19 DETAIL 20 DETAIL 21 DETAIL 22 DETAIL 23
SPECIAL CUT DITCH SPECIAL LATERAL'V'DITCH SPECIAL LATERAL'V'DITCH STANDARD BASE DITCH SPECIAL CUT BASE DITCH v4-IINGE SPECIAL CUT DITCH SPECIAL LATERAL'V'DITCH SPECIAL LATERAL'V'DITCH
(Naro Scale) (Not to Scale) (Naro Scale) (Not.Scalel (Not to Scale) (Not to Scale) (Nato Scale) (Not to Scale)
Front Natural Front
Ditch Natural Natural Ground 4, Ditch
Natural A'�°t Slope t t Ground \ Groun \°t t Front AZ! A,:\°tot Slope Fill
Ground ?� \O�°t Natural \°t Fill Natural \°t Fill ?') D �" 4.) A'\aka Front /°a°x R \mot Slope �_
F A'" A' Slope Ditch \ Natural ti Natural '\°t Fill
D Ground ''''''"?..,,,,,,,D
F\off° Slope Ground 7.)� F\o"° Slope ��� dI _„ D f Ditch slope D Ground ?') D E Ground ?�)o p R\O\\ot Slope
Min.D= 1.0 H. Min.D= 1.0 H. Min.D= 1 H. d °%a;
B= 3 H. Geotere`
Min.D= 1.0 FE Min.D= 1.25 Ft. .0' Min.D= 1.5 Ft. Geol.. Min.D= 1.0 Ft. Min.D= 1.0 Ft.
FROM -YRPCA-STA.63+00 TO STA.63+50 -L_WB-FROM STA.135+52 TO STA.138+08 Max.d= 1.5 H. -YRPCA-FROM STA.65+00 TO STA.66+00 Max.d= 1.0 Fr.
B= 3.0 H. -Y9LPA-FROM STA.12+00 to 12+50 RT Type of Liner= Class B Rip-Rap
FROM -Y_N-STA.156+20 TO STA.160+50 FROM -Y_N-STA.157+37 TO STA.161+97 Type of Liner= CLASS BRip-Rap -YRPC-FROM STA.11+50 TO STA.15+50 LT
-L-FROM STA.119+50 TO STA.122+00 RT -YRPC-FROM STA.22+00 TO STA.23+00 LT
-YRPCA-FROM STA.53+49 TO STA.56+00 -Y_RT-FROM STA.239+00 TO 240+50 LT -YRPC-FROM STA.23+00 TO STA.24+50 LT
DETAIL 24 DETAIL 25 DETAIL 26 DETAIL 29 DETAIL 30
TYPICAL CUT DITCH TOE PROTECTION PIPE OUTLET CHANNEL STABILIZATION RIP RAP AT EMBANKMENT PIPE OUTLET CHANNEL STABILIZATION DETAIL 32
(Nate scale) ?') (Nato Scale) F\re (Nato Scale) Scale) (N(N
Natural Bed ato Not.Scalel Nauwl Bed
Natural 3]a \°< Ditch F7jS%0ya 1.\0`',9° aural Elevation 10'min.- mural Ele.aPon RIP-RAPPED ENERGY DISSIPATOR BASIN
ural
Groans dF)Oh. D 5F\aK'ot slop. '0o d F G'^a^ Natural
Grade tD m�p� t�f Graan Ground 4 *NOTE A:IF EXIT VELOCITY OF BASIN IS SPECIFIED,EXTEND BASIN AS REQUIRED TO
f SECTION OBTAIN SUFFICIENT CROSS SECTIONAL AREA AT SECTION A-A SUCH THAT Q
Geotexfile 15" 1.2v dev)CROSS SECTION AREA AT SEC.A-A)= SPECIFIED VELOCITY.
Georoaile Min.D= 1.0 Ft. d= 1.0 Ft. Geateaile GEOTEXTILE Geoteaile DISSIPATOR POOL APRON *NOTE B:WARP BASIN TO CONFORM TO NATURAL STREAM CHANNEL TOP OF RIP-RAP
Max.d= 1.0 Ft. Channel Bed Channeeed
Type aLiner= Class BRip-(tap (Variable) hle TOP OF BERM NOS A IN FLOOR OF BASIN SHOULD BE AT SAME ELEVATION OR LOWER THAN
Length- 15 H. Type of Class 1 Rip-Rap Legth= 60 FL ry.t. 1 TOP OF RIP-RAP NATURAL CHANNEL BOTTOM AT SEC.A-A.PROVIDE SMOOTH TRANSITION FROM
-Y_RT-FROM STA.237+00 TO 239+00 LT Type of Liner= Class 1 Rip-Rap Type of Liner= CL 1 Rip-Rap-Keyed-In Type or liner= CL I NreRap-Keyed-la NOTE B END OF APRON TO NATURAL CHANNEL WIDTH.
-YRPC-FROM STA.15+50 TO STA.18+50 LT -L-STA.147+14 -Y S-STA.121+45 -Y N-STA.167+45
-YRPC-FROM STA.20+50 TO STA.22+00 LT -
-YRPCA-FROM STA.58+25 TO STA.59+65 RT TOP OF NATURAL
,
MI/Mk "`N'' ...� ,,,CHANNEL / NATURAL GROUND
NOTE A
'br
B B e
DETAIL 27 - PREFORMED SCOUR HOLE DETAIL 28 - PREFORMED SCOUR HOLE DETAIL 31 GEOTEXTILE B T
*NOT TO SCALE °NOT TO SCALE TOE PROTECTION
(Not.Scale) SEC A-A
PLAN VIEW PLAN VIEW 0. GEOTEXTILE
INSTALL LEVEL AND FLUSH INSTALL LEVEL AND FLUSH '1;:‘ 'B. SLOPE HALF PLAN B 1:'
WITH NATURAL GROUND WITH NATURAL GROUND NATURAL
/..♦..� ♦ ♦ GROUND d F\E _I ---
. - . � . . �' GEOTE%nll: v TOP OF RIP-RAP��. '� , ��. d= 1.0 Ff. `\ ��9 BERM AS REQUIRED
D (' TO SUPPORT RIP-RAP
Pipe or Ditch . ..�.♦. Pipe or Ditch . .♦.♦. 0E�'rRj j�=������al),��'�-
Outlet DVfla �'*
Type of Liner= Class BRip-Rap �V•+F)I - '�, CFf IOTR TO
UI A •♦♦. A A •♦. A L- RIP RAP N• •+t [ 'rv� -- G OTFXTILE BACKFILLEwCU5511 R PJIAP
/ ®, } ..♦, } - FROM STA.112+00 TO STA.115+50 APPRO%.ED®
LJI JI -L-FROM STA.122+26 TO STA.123+25 OF WATE
-11111 _�I -L-FROM STA.141+00 TO STA.144+00 I B '�
-L-FROM STA.145+40 TO STA.148+00
Lin . t� -L-FROM STA.145+50 TO STA.147+10 CULVERT AN �HORIXONTALMI
a Square Preformed Square Preformed A/i0�N 7 -YRPAC-FROM STA.32+50 TO 37+95 BERM As
Scour Hole(PSH) . Sour Hole IPSHI - . -Y S-FROM STA.46+15 TO STA.47+54 LT .�c a REQUIRED
-D -Y-S-FROM STA.44+85 TO STA.46+50 RT �a To SUPPORT RIP-RAP
(Rip Rap in basin .�.�.�.�♦, (Rip Rap in basin .��.��., -Y S-FROM STA.125+50 TO STA.129+50
rotsho=n forlid not shown for dadtyl -Y RT-FROM STA.231+78 TO STA.238+00 SFr r-r EXCAVATE To THIS LINE
'♦ � ♦ '♦ ♦ -Y N-FROM STA.151+64 TO STA.153+55 RIP RAP BASIN# BASIN#LOCATION (AT OUTLET)
Q' y'Ayy,A DIM. GEOTEXTILE BACKFILL=CLASS I RIP-RAP
.♦� ♦=.� ♦� �/ 1 2 3 4 5 6 7 8 1 -YRPCA- 61,1421 LT RT
B= 3.75' '♦��♦.♦ B= 4.5' -Y N-FROM STA.157+91 TO STA.160+00 W
(`"1 -Y H-FROM STA.162+19 TO STA.162+49
A 30" 30" 2 -Y_5-4]+61,142 LT
D= 1' D= 1.5' -Y-N-FROM STA.169+72 TO STA.171+30 B 20" 20" 3 e ti'
to W= 4' W= 4' -YLPC-FROM STA.14+00 TO STA.16+55 C 16" 16" 4 --
0 D 1' 1.25' 5 NOTE:
SECTION A-A SECTION A-A
NE 3.5' 4' 6 BERM AS REQUIRED S Wo= DIAMETER OF PIPE,
F 6.3' 10' 7�4 PIPE(d= 15"1 64 PIPE(d= 181 G 10' 17' 8 To SUPPORT RIP-RAP WIDTH OF BOX OR
S S GEOTE%TILE SPAN OF PIPE-ARCH
0 6pAF R/ D PSRM 6OAF' R/ D PSRM H 5 6 GFf n-R CULVERTS
/ INFLOW ( INFLOW
NATURAL • NATURAL
m � GROUND - L /� GROUND ra,9rJ
CO
in LINER:CLASS B RIPRAP I B-.i 1`�/// LINER:CLASS B RIPRAP I B-.i 1\ // FROM STA.TO STA.
/ WITH GEOTEXTILE '�MIN 1'TUCK WITH GEOTEXTILE MIN.1'TUCK
ccn 308 308
C
Y Y S STA.120+90 -LCDEB-STA.65+59
Y_S STA.123+38 Y S STA.119+78
o Y S STA.125+00 Y S STA.122+18
Y N STA.164+35 -YRPC-STA.21+09
o -YRPC-STA.15+09
i
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303
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LANE `` I PROJECT REFERENCE NO.38/98 SHEET NO.
2D-2
RoW SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DETAIL 33 DETAIL 34 DETAIL 35 DETAIL 36 DETAIL 37 DETAIL 38 DETAIL 39
SPECIAL LATERAL BASE DITCH BERM BASE DITCH BERM BASE DITCH LATERAL BASE DITCH SPECIAL LATERAL BASE DITCH SPECIAL LATERAL'V'DITCH STANDARD BASE DITCH
(Not to Scale) I Not ro scale) (Nat to Stele) I Not ro Scale) Not to Scale) ]Not to Scale)
(Not to Scale) btu, b 6
NaluraI : ..
d) dM1HBOTEXTILE BMD= 15H."" B- 2F Max d=
Min.D= 1 H. EXISTING b= 2 R. When B is. 6.0' B= 10 Ft.
B= 2 Ft. B= 2 Ft. Min.D= 1 Ft. Std.Na.876.01 Slope= 3.15%
Max.d= 1 Ft. b= 4 Ft. b= 4 Ft. SLOPE
B= 5 Ft. 12:1 MAXI -L-FROM STA.26+50 TO STA.28+00 RT -L-FROM STA.28+00 TO STA.36+00 RT Type of Liner= Class 1 Rip-Rap
Type of Liner= Class 1 Rip-Rap Type of Liner= Class 1 Rip-Rap Type of Liner= Class 1 Rip-Rap -Y_RT-FROM STA.238+00 TO STA.237+00 -L-FROM STA.36+00 TO STA.37+00 RT
-Y_N-FROM STA.199+75 TO STA.203+00 -Y_S-STA.71+10 RT
-Y_S-FROM STA.60+00 TO STA.62+00 RT -Y_S-FROM STA.63+50 TO STA.65+00 RT DOCUMENT NOT CONSIDERED FINAL
-Y_S-FROM STA.35+50 TO STA.37+75 LT -Y_S-FROM STA.63+00 TO STA.63+50 RT -Y_N-FROM STA.213+25 TO STA.216+50 UNLESS ALL SIGNATURES COMPLETED
-Y_S-FROM STA.65+00 TO STA.65+50 RT
DETAIL 40 DETAIL 41 DETAIL 42 DETAIL 43 DETAIL 44 DETAIL 45 DETAIL 46 DETAIL 47
SPECIAL CUT DITCH SPECIAL CUT DITCH BERM 'V'DITCH STANDARD BASE DITCH SPECIAL CUT DITCH SPECIAL CUT DITCH wtlINGE LATERAL'V'DITCH LATERAL BASE DITCH
(Not to Scale) (Not.Scale) (Not.Scale) (Nato Scale) Natural (Notro Scale) (Not to Scale) (Not.Scale) (Not ro Scale)
Front From b { Natuwl Natural Groun \ Front b
\ Ditch \°t SlaDit°P° Naual 1 Ground 3. \ Ground ,. b' Ditch Natuwl b Natural
Natuwl J_ b' Slope Natural !' roan j; \ 7 D 3 Slope Ground Natural Fill j. Fill
Ground d;) Ground j) Y\het ) D �" RDWY dl ?') D T$ Ground ? '\ 15' Ground ) ,� 1"iFt,
\D \D d '4F Ground d D Slope d I D - Slope
Min.D= 1.0 F. Min.D= 0.5 Ft. Geo.xtile gel Min.D= 1.0 Ft. 9.) D Q\tea Ditch
slope GEOTEXTRE In
Min.D= 1.0 H. 11 Max.d= 1.0 H. Geo.., Min.D= 1.0 H. Geo.xtile Min.D= 1.0 H.
b= 5.0 R. DDE=3517 CY B= 5 Ft. Type of Liner= CLASS B Rip-Rap Max.d= 1.0 Ft. I 6.0' Min.D= 1.0 F. Min.D= 1.0 F1. Max.d= 1.0 Ft.
-L-FROM STA.178+00 TO STA.179+50 -L-FROM STA.181+50 TO STA.184+00 Class B Rip-Rap=290 tons Max.d= 1.0 Ft. ^when B is< 6.0' B= 3 Ft.
-Y11-FROM STA.23+23 TO STA.19+00 GEOTEXTILE=590 SY -Y_N-FROM STA.178+60 TO STA.180+00 RT -Y N-FROM $TA.178+50 TO STA.182+00 LT Typeb= 5 Ft. b- 5 H.
-L-FROM STA.208+50 TO STA.212+00 ofLiner= CLASS 1 Rip-Rap Type of Liner= CLASS 1 Rip-Rap
-L-FROM STA.212+00 TO STA.212+50 -Y15RPB-FROM STA.18+45 TO STA.23+25 -YN-FROM STA.180+00 TO STA.186+00 RT
Y- N-FROM STA.184+50 TO STA.186+50 LT -Y-S-FROM STA.196+50 TO STA.197+16 -Y_S-FROM STA.199+50 TO STA.202+60
-YN-FROM STA.190+50 TO STA.192+50 RT -YRPAC-FROM STA.38+00 TO STA.36+00
-YN-FROM STA.193+50 TO STA.194+50 RT
-L-FROM STA.201+00 TO STA.207+50
_ -L-FROM STA.213+00 TO STA.215+50
PIACFMENT DEPM: DETAIL 48 DETAIL 49 DETAIL 50 DETAIL 51 DETAIL 52 DETAIL 53
CL1-26'
a 2-D°" OUTLET CHANNEL STABILIZATION TAIL BASE DITCH INLET CHANNEL STABILIZATION CHANNEL CHANGE CULVERT CHANNEL IMPROVEMENTS Smooth-Faced CHANNEL CHANGE
(Not to Scale) (Not to Scale) (Not to Scale) I Not to Scale)
fLOODPUIN BENCH FLOODPUIN BENCH b NATURAL GROUND (Not to Scale) Retaining Wall Not to ate
NG NG Natuwl ♦ Ground NG NG - EXCAVATION RIPRAP II TMP 2 of 15�
Ground j:) e),' Natural f-
ry CL'll'RIPRAP Fill
D ry Ground ?'7 D '� lift. Slope i0%. DEPTH:24" 1"/Ft. 12-14'
WITH GEOTEXTILE CL'II'FULMAR d � CLASS II RIPRAP
ON BANKS ...OM Min.D= 2.0 H. /A ,�'lIl0' .P7 4.5' at 1"/R. SLOPE PROTECTION
WITHCLGEOTEXTILERIPRAP 1' 1 CL II RlppppJ f 1' GEOTEXTILE •) .,N N. _-- _ MIN.2.5' le'N WITH GEOTEXTILE
Max.d= 2.0 Ft. Min.D= 1.5 H. ,ir e:O
ON AHK CL'I'RIPRAP vd CL'I'RIPRAP w ON SIDES
';,���' . ' SLOPE PROTECTION CV35 II RIPRAP (BRIDGE ABUTMENT)
NATIVE MATERIAL DDE=12 CY B= 4.0 H. NATIVE MATERIAL Max.d= 1.5 Ft. , ♦t� 'i'Q'Q.
PLACED ON TOP PucFli ONLY GEOTEXTILE(TYP) ";`�I. i7 O�r�, CUSS II RIPRAP ON STREAM BED
Class 1 Rip-Rap= 15 Ions Length= 33 H. Ho-VARIES Ds To L VOIDS *When B is< 6.0' B= 4 H. ';�r��® '1�` 16
CL'I'RIPRAP W B' �VARIEs Oa' To L to CL'I'RIPRAP W 5' VAR •1 i1; WITH GEOTEXTILE (WITHOUT GEOTEXTILE)
NATIVE MATERIAL GEOTEXTILE=31 SY Slope= 2.73% NATIVE MATERIAL b= 5 F. 217041
1704
PLACED ON TOP PLACED ON
VOIDS
OP Type of Liner= Class 1 Rip-Rap F
TO N VOIDS SLOPE FROM INVERT TO NATURAL BED AT APPROX.5% -Y_S-STA.53+45 LT N29.0'
-Y 5-STA.37+95 LT -Y 5-STA.37+05 RT -Y_S-FROM STA.68+38 TO STA.69+50 LT FILL WITH NATIV Slope=0.3%
- - BED MATERIAL INLET CHANNEL -Y S-FROM STA.73+25 TO STA.74+65 RT
VARIABLE WIDTH BENCH -
0-4'@ 12:1
VARIABLE WIDTH BENCH
0-4 @ 12:1 EXCAVATION
NATURAL GROUND
DETAIL 54 NOISE WALL DETAIL 55 NATURAL DETAIL 56 DETAIL 57 DETAIL 58
iBARRIER CONCRETE DITCH GROUND LATERAL BASE DITCH LATERAL BASE DITCH O,<K(cL' LATERAL BASE DITCH
PIPE OUTLET CHANNEL STABILIZATION BEHIND NOISE WALL/BARRIER Not to Scale) (Nato scale) rys� INotro scale)
I No.Scale) 1
Natural Bed (Not to Scale) ES
Election BOND vAH b b GEOTEXTILE(TYP) � F b
aural Natural BREAKER Natural r- I Natural I o-- I Natural I-*-
Groun Ground - Ground j; \ rift. Fill Ground j. ♦ CLASS II
D M1. ) p 1 lift. Fin BED:GLASS II RIPRA RIPRAP(TYP) Groan, jy D 1.., l ht. Fill
;7 rBl 1J D \� slope slope WITHOUT GEOTEXTILE OUTLET CHANNEL slope
Y o Min.D= 1.0 F. ,. Min.D= 1.0 Ft. (DEPTH=2') a Min.D= 1.5 F.
Geaeaile Length- 22 H. Imo•! B= 2.0 Ft. •�- B= 5.0 F. �• B= 5.0 F.
Banks Only Channel Bed b= 3.0 Ft. b= 5.0 Ft. -Y$-STA.70+45 LT 5= 5.0 H.
(Variable) , D= 1.0' -Y_S-STA.71+60 TO 73+25 RT
ype Ler= eL II �Rap-Keyedan(Banks) B= 2.0' FROM STA.TO STA. -Y$-FROM $TA.117+00 TO STA.118+50 -Y_S-FROM STA.118+50 TO STA.120+80
ype aLner= CL I Rip-Rap-Countersunk(Bed) _
-Y S-STA.83+65 RT
-YS-STA.94+40 RT
DETAIL 59a 3 DETAIL 596 �� DETAIL 59c DETAIL 60 \ � DETAIL 65 NEW STREAMBANK axcl°TFILLTED t 5'
FALSE SUMP o FALSE SUMP �'4 FALSE SUMP STANDARD 'V'DITCH \ SHALL BE TREATED s'Min. r A to' FINISX GRADE
(Not to scale) c (Not to Scale) Y (Not to Scale) 1 Notto scale) car AS SPECIFIED IN PLANS
Outside Ditch BLOCK
O hide Ditch Traffic Flow Median Ditch D of EXISTING CHANNEL INVERT ;�������'� ,Natural Natural P FLOW v♦ 7
-�2.0'I.e- 12'� Ground j.) ,L.1 Grouts ��' ' �
Traffic Flow �0.;\ 20,12' •i
` iFivFniL
GI GI (See Chan Below)-T- 20'-y GI Geotenile SIoPe= 7.25% _,,. L�����`'''���j,'�'�,
t5- au -o S eta. `$ etc' Min.D= 0.67 Ft.
COMPACTED
S=Ditch Slope ¢ Proposed DitchS=Ditch Slope 4 Proposed Ditcho�MPncTEO IP-RAP BACKFILL
$=Ditch Slope F} Proposed Ditch Type of Liner= Class BRip-Rap Max.M d= 0.67 Ft GKFILL �uBB I
USE WHEN DITCH FLOWS IN USE WHEN DITCH FLOWS IN OPPOSITE Ditch Grade L Ditch Grade L -Y10-FROM STA.24+00 TO STA.24+61 MIN. MIN 1.0'DEPTH SECTION A-A
DIRECTION OF NEAREST TRAVEL LANE 0.0% To 2.0% 20' Over To 6.0% 40' '• LEXGTX Ms7 STONE
InDIRECTION OF NEAREST TRAVEL LONE
-D Over 2.0% To 4.0% 30' Over 6.0% 50'
o USE IN MEDIAN DITCHES
N
L BACKFILL
m
8
a DETAIL 61 DETAIL 62 DETAIL 63 DETAIL 64
LATERAL BASE DITCH LATERAL'V' DITCH PIPE OUTLET CHANNEL STABILIZATION \'R0
0-1 (Nato scale) FALSE CUT
L (Not to Scale) (Not to Scale) (Nat to Scale) BACKFIEXISTING COMPACTED NOTES:
N.GIF.B. \\\`� Natural Bed
BACKFILL 1 CHANNEL BLOCK SHALL BE INSTALLED IN ACCORDANCE WITH THE
b Elevation
aro CHANNEL 0' )
O' I r- b f h' W 'I G \ PROJECT SPECIFICATIONS.
• Natural IT t rural r°1 2)BLOCK SHOULD BE INSTALLED AT THE INTERFACE BETWEEN EXISTING
CO j. ♦ Fill Natural Fill '\ t Fill routs Ground CHANNEL AND PROPOSED CHANNEL.Ground ) D " 1"ifl. Slope A' a
_ Ground j.) �,� 1"ift. Slope 2. Off° Slo B 3)BOTTOM OF BLOCK SHOULD BE A MINIMUM OF 2.0'BELOW THE INVERT
/ D / I p 125, BLOCK) *0 OF THE EXISTING CHANNEL.
!h GEOTEXTILEill Min.D= 1.0 Ft. MITS SECTION B-B 4)BLOCK SHOULD EXTEND A MINIMUM OF 3.0'BEYOND THE LIMITS OF THE
LO Min.D= 1.5 Ft. OF EXISTING CHANNEL EXISTING STREAM CHANNEL.
6= 50 H. Exist.Ditch GeaeAle PLAN VIEW 5)INSTALL EROSION CONTROL MATTING AND SEED IN ACCORDANCE WITH
.
Max.d= 1.5 F. Bed Channel Bed THE PROJECT SPECIFICATIONS IMMEDIATELY AFTER GRADING.
N B= 2 Ft W = 5'Min. Length- 16 H. 10. n CHANNEL BLOCK 6)COMPACT BACKFILL TO ExTENT POSSIBLE OR AT THE DIRECTION OF
Type of Liner= B Rip-Rap b= 5 Ft. -YRPAC-FROM STA.36+00 TO STA.35+70 -YRPCA-FROM STA.49+75 TO STA.50+34 Type of Liner- Oct Rip-Rap-Keyed-In NOT TO SCALE THE ENGINEER.
O�'1 -Y_RT-FROM STA.238+50 TO STA.238+00 -Y$-STA.28+35 RT
-YS-STA.98+12 RT
m -Y11-STA.16+60 LT
LO DETAIL 68 DETAIL 69 DETAIL 70 DETAIL 71 DETAIL 72
DETAIL 65 DETAIL 66 DETAIL 67 BERM 'V'DITCH BERM 'V'DITCH PIPE INLET CHANNEL STABILIZATION CHANNEL REPLACING EX.CULVERT(Not.Scale) SPECIAL CUT DITCH
SPECIAL CUT DITCH STANDARD 'V'DITCH STANDARD 'V'DITCH (Notro scale) (Nato scale) (Nato Scale) Natural Bed (Nara scale)
m (Not to Scale) b b Elevation 1 Front
O (Not.Scale) (Not to Scale) Natural I Natural aural Natural ?S N.
Dads
Front ) 5' ♦°t Slope
Y t Ditch Groun j;) D �'1 RDWY Groun j;l D1:\ ��, Groun Ground 13-25' 17-23' N°t°'°I n'rot
• Natural b'�° Slope Natuwl Natural Natuwl Natural d I CLASS II PROTECTION
Ground 4.) F\O
1.25' atl"iFt. S') \5'� a}liFt. SLOPE PROTECTION D
Ground j.7 D E\aM°t Ground j,7 D rL.\ Ground Ground j,) D ,L.;\ Ground N Min.D= 1.0 Ft.N SLOPE PROTECTION TO EL.797.0 Min.D= 1.0 F.
VI Min.D= 1.0 H. + b= 2.0 H. Geotextile CLASS II RIPRAP Min.D= 1.5 Ft. Min.D=1.0 H. Min.D=0.5 Ft. 6= 2.0 Ft. Max.A= 1.0 Ft. Chanel Bed GEOTEXTILE
/ Slope= 2.5% Slope= 4.44% Type of Liner- CL B Rip-Rap Length- 12 H. 13 Fn CLASS II RIPRAP 10' ON SIDES ONLY -Y N-FROM STA.198+50 TO STA.199+75
m a -Y_S-FROM STA.25+50 TO STA.26+00 -Y_S-FROM STA.58+55 TO STA.59+50 -Y_S-FROM STA.60+00 TO STA.61+00 -Y_S-FROM STA.109+00 TO STA.110+50 LT-Y$-FROM STA.107+00 TO STA.1 + TYPe of Liner- CL 1 Rip-Rap-Keyed-In EMBEDDED ON BOTTOM -Y_N-FROM STA.216+50 TO STA.213+25
LT -L-STA.149+36
om -Y S-FROM STA.110+50 TO STA.111+90 LT -Y_S-STA.93+79 LT
m-(D
303
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\/CC
LO/CI_

LANE `` I PROJECT REFERENCE NO.I-3819B SHEET NO.
20-3
RN✓ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
artcEMeer DEP1N DETAIL 73 DETAIL 74 DETAIL 75 DETAIL 76 DETAIL 77 DETAIL 78
OUTLET CHANNEL STABILIZATION SPECIAL LATERAL'V'DITCH SPECIAL LATERAL'V'DITCH BANK STABILIZATION TAIL'V'DITCH LATERAL'V'DITCH
(Not to Scale) (Nolte Scale) (Nat to Scale) (Nat fa Scale) (Not to Scale) (Norro Scale)
Pro osed
FLOODHUN BENCH p e�°ia b
NG NG Fill Slope ?,00°
Fill Fill Naural /G Il
♦°c slope 1°c Slope Smooth-Faced Ground /l Narorul S\° Natural �— Fill
Natuml 3' lac Natural 3'lac Retaining Wall Ground N" Ground I. '\ 1 ht.
Ground 37 F° Ground u'..7 V' —4\ / 7.7 D des .7 D 1. Slope
CL'I'RI% 1• dl D dl D 1. ,MIN.2.5' / Min.D= 1 H.
WITH GEOTE%rllE Slope Protection Min.D= 1.0 FI. b= 5 Ft.
Geotentile Geotenile pe
Min.D= 1.0 H. Min.D= 1.0 Fr. Class B Riprap Exist.Channel -Y_N-FROM STA.205+00 TO STA.206+00
�{ e' Imo-VARIES as' Type of Liner= Class B Rip-Rap Max.d= 1.0 Ft. Type of Liner= Class 1 Rip-Rap Max.d= 1.0 F. with Georextile (Bed to be Restored - -Y N-FROM STA.202+65 TO STA.204+00
To Ex.Toe of to Pre-project Conditions) -
LENGTH- ns• SLOPE FROM INVERT TO NATURAL BED AT APPROX.aw _y N-FROM STA.211+00 TO STA.211+50 RT -Y_N-FROM STA.195+00 TO STA.197+35 RT Bong DOCUMENT NOT CONSIDERED FINAL
—Y_N-STA.204+00 RT
-Y_S-FROM STA.75+10 TO STA.84+00 RT UNLESS ALL SIGNATURES COMPLETED
DETAIL 79 DETAIL 80 DETAIL 81 DETAIL 82 DETAIL 83
MEDIAN V DITCH voCONCRETE BEHIND GUARDRAIL STANDARD BASE DITCH SPECIAL CUT DITCH CONCRETE DITCH CONCRETE'V'DITCH
(Non scale) INmro scale) INo+ro style) BEHIND RETAINING WALL BEHIND RETAINING WALL
u
Shoulder < Shoulder (Not to Scale) \�� INolro Style) \ES/�
Point 7'1 A° point Noturol Natural From RETAINING BOND 4pY'/
A2 o D 'L 01 Ground 1 1 Ground Ditch µALL BREAKER WULNING BRENAKER %/
°ems^ Q\ +D 2' Natural _L 0 ac slope
d Ground 4.7 Q\ et ,\
CONCRETE D= 1.0 FT Geotextile B Min. 2.5 Ft. D D B� NATURAL D7 NATURAL
Max.d= 2.5 Fr. Min.D= 0.5 Fr. GROUND GROUND
When B is> 6.0' B= 10 H.
d^ Std.No.876.01 Slope= 2.79% -Y_N-FROM STA.166+50 TO STA.167+50 RT a• D= 1.0' . D= 1.0'
Type of Liner= Class 2 Rip-Rap B= 2.0'
-Y N-FROM STA.208+40 TO STA.209+15 -Y_S-STA.71+70 RT -Y S-FROM STA.90+50 TO STA.92+00 LT -Y_S-FROM STA.104+00 TO STA.101+50 LT
-Y_N-FROM STA.210+90 TO STA.211+65 -Y S-FROM STA.105+80 TO STA,107+00 LT
-YS-FROM STA.101+00 TO STA.105+50 LT
-YS-FROM STA.110+50 TO STA.112+00 LT
-Y-S-FROM STA.192+00 TO STA.198+80 LT
L
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lD/EL

LANE `` I PROJECT REFERENCE NO.I-3819B SHEET NO.
2D-4
RN✓ SHEET NO.
ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
DRY DETENTION BASIN DRAWDOWN STRUCTURE
'NOT TO SCALE'
1sEETIFFt1.Pb`l4au W? 9x,F 9x.E ISET NCI"e"L oET.iu
ISEFIMNMf5.,L •• «
•
AAS;T15 sD EiNs �B IIII B� .�. s
4 u IIII BMA_ . ' /���
Io mDB, gm.o DOCUMENT NOT CONSIDERED FINAL
1nD:o1c'aaeal BF
1n9 o1�wd"ao:e m UNLESS ALL SIGNATURES COMPLETED
eLSIu eon !! o1 EFE.cw80n V Il 43 '
,
D= N.R ::oar �D� _
SIDE 1 SIDE 2 SIDE 3
TxHINGE
r
TE
S f.=o�4 z AND CLOSED
.= ' m OPERATION
AND FOR PROPER ill � � LNDwoN E E 71 WITH SLUICE GATE.
IN
IiiiitI1J
.• SHOWN 1N TABLE FOR THAT STRUCTURE 1e OR REFERENCE
s
6 ow.wx. LAl I
e
�. w wN. �
SIDE 2 ....
PLAN VIEW
' TRASH RAO(NOT SHOWN FOR COSY
INSET°A" MINIMUM DIMENSIONS FOR DRY DETENTION BASIN DRAWDOWN STRUCTURE
BASIN TOP MAX ORIFICE OUTLET
CTL.STR.
STRUCTURE S B BOTTOM ELEVATION STORAGE INV.ELEV. DIAMETER ORIFICE PIPE
STATION NUMBER (4.m,) (INCHES) MINIMUM CONTROL DEPTH(D) CTL.STR. DIMENSIONS (0) INV.ELEV. DIAMETER(P)
fi MIN. 6"MIN.
ELEV. STRUCTURE FEET G'T x L x H) INCHES INCHES
127+50-L-LT 6" 6° 828.0' 829.5' 1.5' 827.36' 3'x 3'x 2.35' 2" 828.0' 18"
156+00-Y N-RT 6" 6' 857.0' 858.5' 1.5' 853.5' 3'x 3'x 4.05' 3" 857.0' 24"
29+00-YRPD-LT B.(EXISTING'6'(EXISTING)T9.T6'IRS I 801.2'IBIS 4.2'(EX) 792.75'(EX) 5'x 5'x 8.45'01 2°(EX) 797.0'(EXI 48"IED
37+50-Y 5-RT 6" 6" 873.0' 875.5' 2.5' 870.0' 4'x 4'x 5.5' 2° 873.0' 15"
40+00-Y 5-LT 6" 6" 866.0' 868.5' 2.5' 863.0' 4'x 4'x 5.5' 2° 866.0' 18"
44+00-Y S-RT 6" 6° 865.0' 867.5' 2.5' 862.0' 4'x 4'x 5.5' 2° 865.0' 24'
66+00-Y_S-LT 6" 6" 799.0' 800.5' 1.5' 796.3' 5.5'x 5.5'x 4.2' 3" 799.0' 36'
69+00-1'S-LT 6" 6" 804.0' 805.50' 1.5' 802.0' 5'x 5'x 3.5' 2" 804.0' 24"
80+00-Y 5-LT 6" 6" 794.5' 797.0' 2.5' 791.8' 4'x 4'x 5.2' 2" 794.0' 24"
92+00-Y 5-RT 6" 6" 781.0' 783.0' 2.0' 780.1' 4'x 4'x 2.9' 2" 781' 30"
REMOVABLE ORIFICE TRASH RACK
"NOT TO SCALE`
#4 REBAR
#4 REBAR
B
HINGE
• IMIMIMIMIMIMIMIMIIMIMIMIMI .IIIf f�1'111111i,
IIIIIIIIIOIIIII
Y" " RISER TRASH RACK NOTES:
I1111111111111 BEE NOTES) SECTION A-A EYEB
FOR OLT PALL JOINTS SHALL BE FULLY WELDED AROUND
SLUICE GATE OPENING ATTACHING JOINT WITH A MINIMUM OF A V4"BEAD.
CHAIN 2.IF BOLTS ARE ANCHORED IN CONCRETE,FOLLOW STD.
- CLOSURE - DWG.862.03 AND 862.04 FOR ANCHORING PROCEDURE.
3.EYEBOLT FOR CHAIN CLOSURE SHALL BE INSTALLED
VARIES BY THE SAME METHOD AS THE HINGE PLATE BOLTS.
ta
4.RACK AND HARDWARE SHALL BE ALUMINUM OR REBAR
111111111 I11 AND GALVANIZED IN ACCORDANCE WITH ASTM A-153.
5.PROVIDE OPENING IN TRASH RACK TO ACCOMODATE
C 12^ 11" 11" 12" 11° 11" 12" SLUICE GATE ON THE OUTLET PIPE.ENSURE TRASH RACK
OPENS FREELY AND WITHOUT INTERFERENCE WITH SLUICE GATES.
111111111111!
d 1111111110111111 EYEBOLT M 1
IMBO AS NECESSARY) e� I T AA}1 IMIMIMIMIMIMIMIMIIMIMIMIMI 1}A #4 REBAR #S_REBAR �.
Q1 -` -J VARIES
CO HINGE B CONC CONC
CO WALL
co PLAN SECTION B-B �\-,
(N REBAR TRASH RACK
co
NOT TO SCALE
IT
IT
/
m
co VARIES A 1,N"HOLE GRATE
1•2"HOLE GRATE
HANDLE FRAME ORIFICE TRASH RACK NOTES:
-0 FRAME 1.ALL JOINTS SHALL BE FULLY WELDED AROUND
01
JOINT WITH A MINIMUM OF A`"BEAD.
ti 12 2.IF BOLTS ARE ANCHORED IN CONCRETE,FOLLOW STD.
DWG.862.03 AND 862.04 FOR ANCHORING PROCEDURE.
V CONCRETE
3.REMOVEABLE ORIFICE TRASH RACK SHALL BE ATTACHED
ai VARIES - TO CONCRETE BOX BY HINGE OR SLIDE RAIL SYSTEM.
4.RACK AND HARDWARE SHALL BE ALUMINUM OR
0 HANDL A GALVANIZED IN ACCORDANCE WITH ASTM A-153.
/ PLAN SECTION A-A
m+a
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303
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LD/a

\ SDMH I LANE `` I PROJECT REFERENCE NO. SHEET NO.
1-38/9B 4
RN✓ SHEET NO.
0 ,QO gti a yl ROADWAY
ENGINEER DESIGN HYDRAULICS
m.s. QQO' PSDE PB 52 PG 92 16
Q% y
sqo�, \ �� \ \\
\ - e
yATHEABER f m 5' \0 PARTNERSHIP
\� s s ,a DB 1515 PG 1601 TH
\\ \\\ DB 834 PG 676 "'
se \\ PB 52 PG 92 ARTS / DOCUMENT NOT CONSIDERED FINAL
\ so o\ os\\DMMON SPACE 2 UNLESS ALL SIGNATURES COMPLETED
\\ P \\ THE ABSHER PARTNERSHIP
N},f��,p�.� e. \\per /�s, SDMH DB 834 PG 8676 84-7 18"C&G Ji
EMEN#"(.�y-, � \� F \ �9 \\\ MB 59 PG 88�7 I ��— \
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860 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII EL. 868.67 �iim P4-L- S 28+63.20 I 860
N IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII BEGIN S .LATERAL BASE DITCH innUuuuUu�'�I VATIONbO_RT873.63 II1I�II��� �IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
111111111111111111111111111111111111111111111111111111111111111111i1 PI STA. 2 +80701,.R4T1 r:I I !I IRn n ■!lI...1■ ,i- TAINNOR .:11I:Ey4■ PP:PPPPPPPPP■PP■■■■■■■■■■■■■■■■■■■■■■■■■■■P■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■P■■■■■■■■■■■■■■■■■■n■850 850
Y
840 SEE SHEET 4,5 FOR -L- PLAN 840
m:
830 830
21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00

PROJECT REFERENCE NO. SHEET NO.
a-
I-3819B 35
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
I
-L-(LT)
920
91 O DOCUMENT NOT CONSIDERED FINAL
IJiiiI!111i:L1
�i UNLESS ALL SIGNATURES COMPLETED
jIiiIIiIIIIIIP !'F1uiII!!a!i!!iIIOI� I,9
MTA 30+15570 A084 8E64 (WESIB•WNG 900
890
890 _ r ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ iiii ■■■ ■ ■ r a_ - - -
880 880
1111u1I1r11i1ikPi1ilIU I iiiii ��hl!IIiI!IIHIII.
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I I I 1111 IIIliiiiiliGIIII!IililiilliI!1I _
870 870
860 860
850 850
SEE SHEET 5,6 FOR -L- PLAN I
840 840
35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00
920 -L-(RT) 920
910 910
P1= 38+63.00 II
EL = 894.7/' BM .89
VC = 960' N 753460 E t439531
900 K = 277 -Ir STA +10.44 900
0S = 72 MPH ,, ■
(#)I�®�! EVATION - 908.i4
.05_z CI-IIS=_=D X ON HE' ''.' HWEST CORNER OF
890 ---_- BRIDGE W G WALL
- ------ - -- — - n 890
a _ ---- PRHPOSF
a RT(____)160� ---
- _
880 NN
NENQ SP LATERAL 'V'DITCH „ ��---�_w 880
PI STA 37+00 Fri °EXISTING' I I
roLI-.000.1U ROUE ■■■■■■■
870 , �� 870
N BEGIN SP.LATERAL 'V' DITCH
a - P1 S"A.36+00 IZT
EL.884.66
N
860 860
a-
N
Ca
850 850
-o
Y
840 840
SEE SHEET 5,6 FOR -L- PLAN
It
o,9
sa 830 830
W7cL
35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00

Q
PROJECT REFERENCE NO. SHEET NO.
co
-3819B 36
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
-L-(LT)
920
910 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
900 900
MATCH EXISTING CONCRETE FROM
STA.30+11.5I TO STA.84+86.64 (WESTBOUND)
890 __ _ 890
880 - .�u __-------_ 880
870 -- 870
\mLXiET,NG
:.POUND
BM #6
860 N 753367 E 1441566 860
-L- STA,62+97,75
319.39'RT
ELEVATION = 856 78
850 CHISFI Fr) SQUARE IN CON4MTE SIDEWALK 850
840 840
49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00
900 -L-(RT) 900
890 880
890
END EB GRADE
880
PI= 53+59.00
EL = 863.91' •
+
VC = 430' L.851.85'
K = 553
�"� r_ DS 0 80 MPH c 870 870
- �____ ______= _-_ PROPOSFD
0 ___ --- GP4OC
860 i=,3�5� 2� -- ---- -Ei
860
a --
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m
850 \ - 850
\--, , T,NC
O PvD 3M #6
m
V 840 N 753367 E 1441E66
--- - --- -L- TA.6 +297.75_ 840
co
319.39'PT I
ELEVA-IONT 856.2E
CHISELED_SaLIARE IN"CONCRETE SIDEWALK
cn
830 830
-T
Y
820 820
SEE SHEET 6,7 FOR -L- PLAN
m.
0-
GE,
sQ 810
810
W70
49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00

Cr
CrPROJECT REFERENCE NO. SHEET NO.
co I-3819B 42
ROADWAY DESIGN HYDRAULICS
940 ENGINEER ENGINEER
—L—(LT)
930
P1= 183+82.00
EL = 9/4.04'
VC = 1,580'
920 K = 418 DOCUMENT NOT CONSIDERED FINAL
DS 2 8O MPH UNLESS ALL SIGNATURES COMPLETED
- /
+) . , i
910 910
�— _ --
HY,t-,NC _ — —
;Puc�vu -
900 ` - --- --
—-- - 900
' - —� _I
P-R DE�
890 �� -- 890
880 a� 880
BM *95
N 75575
-L- 54A 1:6+E 114 4 5209
t 870 0N�- r3L 870
REVAT 880.
CHLS,RED X ON THE spot! I-LANGE BOL1 O=
A FIRE -IThRA T
860 860
SEE SHEET 12,13 FOR -L- PLAN
850 850
173+00 174+00 175+00 176+00 177+00 178+00 179+00 180+00 181+00 182+00 183+00 184+00 185+00 186+00 187+00
940 —L—(RT) 940
930 930
P1= 183+82.00
EL = 9/4.04'
■ .rrsNwrrsmrs- r r VC = l 580'
' 1,11 1kM6 ii�rvsl. uiR■MrA_Ell K = 418
920 ieri••7•Renu�ra�� DS 80 MPH 920
I :- I.. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
•—•-- ■_ -,••••R■■■_ - .
• ■■■■■ ■■■■■■■■� EI iA■Yr■�-- —__
910 I ■■■=2 ■=
- - 910
r ■ _ — .....
■ :-- ■■l■■■■■■■.Ism
N - - E
--
N C� SAIIMINIUILINI
890 : „■. 890
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N -- � • —�■■■_■■..IlI r,f.LDPI M1R1'i ■■■■■■■�
N —� I ■■■■■■■■\.6----_----. 4..IM ■■■■■■■E
- i—■■■■=■■■-IDS ■■■� ■■■■■■■� ■■1
V . ' I--■■■■■■■■■■— �_ ■■■■■■■�
m - ■■ ■■ ■ ■■III■■— _■■■■■■■■■■■■��■
880 ■ ■■ • ■■� ■■■■■■■■■■■■■ ■ 880
�i •— ■■■■■.■■■■— ■■■� ■■■■■■■�
N -- ••••m••••— —IIIIIIIIIIIIIM
rn ur/0071N2 E 1452624 �� IIIIIIIIIIII
.5 4.176+02.2 7 'I STAI 178+'-•4�•••i= I nnnn■■n•!■
io
7 870 153.28' LT --- = ■_ innnmi:■ 870
0 o ai TION = 880.13 - • .— . �nnnn�
o, relw a-. .."M =1 .1� , = SOUTH FLANGE s+.� E ■ ■■� •�
�My1' HYDRANT IIII�IIIIIM I� IIIIIIIIIIIIIMI
3 'i��� END SPECIAL CU LATCH ••••�•••• •� •�
860 • 860
NI • 1111/1111 III1- 111111111111111
SEE SHEET 12,13 FOR -L- PLAN
E'.
om
sa 850 850
,7.
173+00 174+00 175+00 176+00 177+00 178+00 179+00 180+00 181+00 182+00 183+00 184+00 185+00 186+00 187+00

PROJECT REFERENCE NO. SHEET NO.
o-
co
—3819B 43
ROADWAY DESIGN HYDRAULICS
950 ENGINEER ENGINEER
-L-(LT)
940
930 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PI= 183+82.00
920 EL = 9/4.04' 920
VC = 1,580'
K = 4/8 PHOP ,0
DS 2 80 MPH GRADE
910 910
' --
900 /,
B
REMOVE
#11
` 900
\J BRIDGE i� N 755861 E 1454467
�i —L— STA.19 49
\ 54.63' t
890 i ELEVATION 906.38' 890
�� —,—\ r� CHISELED X' ON SE CORNER OF WW
\\ ,- --- / \
880 Lx, ,,8G 880
- 0
111
870 870
SEE SHEET 13,14 FOR —L— PLAN
860 860
187+00 188+00 189+00 190+00 191+00 192+00 193+00 194+00 195+00 196+00 197+00 198+00 199+00 200+00 201+00
950 -L-(RT) 950
940 940
930 930
Pl= 183+82.00
c 920 EL = 914.04' 920
m VC = 1,580'
K = 4/8
DS 2 80 MPH N' FUSED
r,RAD_E
a 910 910
0.
1 r
N 900 !� REMOVE / BM 7.11 900
\\ �
rn
BRIDGE 1 N 7-5861 1454467
/ —L— S—A.194+36.49
54.63'RT
co
890 ��� r 4ILSELED X rouse CODER Of WW890
N
m
880 880
\—L XIRI IVL
GR fiD
Y
870 870
SEE SHEET 13,14 FOR —L— PLAN
m.
om
sQ 860
860
W70
187+00 188+00 189+00 190+00 191+00 192+00 193+00 194+00 195+00 196+00 197+00 198+00 199+00 200+00 201+00

cr cr PROJECT REFERENCE NO. SHEET NO.
co
I-3819B 44
to ROADWAY DESIGN HYDRAULICS
940 ENGINEER ENGINEER
-L-(LT)
930
920 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
910 rRu ,ED 910
q /cT/Nc
OUW)
900 V
900
111111
r (174X —
890 — 890
880 880
870 870
860 860
SEE SHEET 43,44 FOR —L— PLAN
850 850
201+00 202+00 203+00 204+00 205+00 206+00 207+00 208+00 209+00 210+00 211+00 212+00 213+00 214+00
940 -L-(RT) 940
930 930
920 920
c 910 910
PI STA 201+50 RT END SPECIAL CU1 DITCH PR'/PO T)—\
, /LL.896.I1' rrlS TA_ �
.207J-00 RT GP -- • c--� tT DITCH
900 FL TA P►STA.213+00 RT 900
00 I BEGIN SPECIAL CUT DITCH
7 890 PI-STA. R1'
�! 890
N EL.897.61' 2R�di 0.3000/.
PM STA. 206+5D RT LAISI1NG
GRGI1N;�
m EL.894.2 4'
880 PI STA.213+ RT 880
N EL.889.18'
co
870 870
-U
Y
860 860
SEE SHEET 43,44 FOR —L— PLAN
m.
om
sa 850 850
W70
201+00 202+00 203+00 204+00 205+00 206+00 207+00 208+00 209+00 210+00 211+00 212+00 213+00 214+00

PROJECT REFERENCE NO. SHEET NO.
o-
op
I-3819B 45
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
-L-(LT)
l
END PROJECT
I—
819B
920 TIE:TO-EXISTING APPROACH 3SLAB
f 1L (LT)STA,219+35.97= '
EL.888.63'
910 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PROPnSj_D PI= 2/6+06.00
900 GRAD[ VC = 300'3 900
K = 3749
DS > 80 MPH
�✓ ( )270742 i- ,lio/4°' 890
890
� � - i i i i i i i i t 1 -- ----- _
880 :BM #12__� ` ' - 880
N 756426 E 1456861 t /
-L— STA.218+95.24 \ /
1.02' RT t /
I ELEVATION = 887.09
870 Cl#ISELE X ON SW CORNER tt 87O
OF CONC PAD FOR DI /
mmommommomc
BM #/8
860 755159 I. 1156901 860
XISI ..0 291'9L T1 49.71 EL TI N — 81. 3H[AST 850850 OS d
ODGWNG WALL
SEE SHEET 15 FOR —L— PLAN
840 840
214+00 215+00 216+00 217+00 218+00 219+00
930 930
-L-(RT)
rPND PR,3JECT Ira
920 TIE • EXISTNG A •AC- 920
-L-(R-)STA.219+C2.
EL_
910 910
PROP SFD PI= 2/6+06.00
WOOL EL = 891.23'
900 VC = 300' 7 900
K = 29953
DS > 80 MPH
890 r� ter. 4 HI
890
/ —UM #12 1: /----- - __ _______
cTd
N 75E426 E1.42546861
/ ---
880 � —L—,STA.218+95 t 880
�Vlp SPECIAL Q T DITCH/ --1:02' RT t
PI STA.2 5+50 RT FYLST NG ELEVATION = 887.09 /
888 35el
' GPOUVD C-I1 D X ON SW CORNER. \
m 0- CON[ PAD FOR DI t /
4 870 870
N IIII 11111111 `„--- — /
Cn el
BM 478
co in
N 756459 E 1456907
% 860 _ —L— STA.219+49.71 IIII 860
-0 17.09' LT
O1 ELEVATION = 888.83
S CHISELED X ON THE SOUTHEAST
0 850 CORNER OF BRIDGE WING WALL 850
SEE SHEET 15 FOR —L— PLAN
m.
om
sa 840
840
W70
214+00 215+00 216+00 217+00 218+00 219+00

L. 111111 cr
PROJECT REFERENCE NO. SHEET NO.
co
I-3819B 46
IC' C' —LC D E B— ROADWAY DESIGN HYDRAULICS
890 ilk, 1 1, \ I 1 II ENGINEER ENGINEER
880
870 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
860 860
■■■ ■ 1, .....;I,I1 1 1850
850 [11111III I I lili�11111111111111111111111111111111111111111 (IIIIIIIIIIIIII iI�I iiiiIiIC IIIIIIIIIn :1_I■_lel,;I-
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIi1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111�IIIIIIIIIIIIIiiiiiiil aiiiiii.r..:.,
840 '"IP, .1� �, - ■ns 840
: 1
830 830
820 820
810 810
SEE SHEET 7,8 FOR —LCDEB— PLAN
800 800
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
880 —LCDEB— 880
870 870
860 860
850 850
P PO�iSED� EL = 832.0 P1= 36+45.00
VC = 220' EL = 834.43'
VC = 275' 840
'7 840 (-) K = 125i K = /65
I DS = 57 MPH
-.-___ ■;aRln.0 = 6/M P,H I :IIIIIIIIIIIIIIII
.. . -gr-.resmuI11I11i1'• -' 72
,Td — — —= T� __ ———— .ems:■�eoer�l�s= -
In
830 1-�1.2 °% -` ( )0 G40� 830
N
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820
N 6000'0 820
a-
N
810 810
In
Y 800 800
SEE SHEET 8,9 FOR —LCDEB— PLAN
m.
om
sa 790
790
---.
24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00

0
PROJECT REFERENCE NO. SHEET NO.
I-3819B 47
ROADWAY DESIGN HYDRAULICS
850 ENGINEER ENGINEER
-LCDEB-
840
830 - --- • DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
ice— _ 1171t1
820 ii _ 820
ENQ E J CX'ST Hv _ —_
E 1(D A #'I;OACH SLA3 m _ P1= 48+85.00
810 LCDE� A.38+16.7Q -�- ___ EL = 797.14' 810
EL.832y36 i VC 280' PR®��SED
�� DS =107
52 MPH ORS
800 i k\ --- ___ a 'e ° 800
_— i �— ( )H.5rx6,
790 J
, t 790
\ ,
- ' B e IN GRADE
780 \\ i ^ Ti TO EXIST APPROACH SLAB
r -L E6- ST,4 47+28.6 780
r EL a, A4
r
r
770 770
SEE SHEET 9 FOR -LCDEB- PLAN -
760 760
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00
11111111111111111111
830 -LCDEB- 830
820 820
810 810
P1= 60+55.00
EL = 791.07' PROPOSED
800 VC
248 50 c�nDL 800
DS > 80 MPH
790
80 780
N 770 00000000000000000000000000000111000 1 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 770
ew>< -E L 5'8 'C DITCH
5 tl
760 EL.778.07' / 760
END LATERAL 5'BASE DITC. I
PI STA.62+81 RT '
750 EL. 777.$0 750
SEE SHEET 9,10 FOR -LCDEB- PLAN
om
6.
sQ 740
740
W70
52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00 63+00 64+00 65+00 66+00

cr
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 52
Lc) -Y S— ROADWAY DESIGN HYDRAULICS
960 — ENGINEER ENGINEER
ENNYMNNME
950 BEGIN SB GRADE
I,
sARRARRARRERAssm
940 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
930 °'° Z 930
ZZZ
920 - : _ =- =- COML.
-... 920
- wakin-
910 0.....:- =- =— 910
7n- __
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890 ;:fituAm ramalti:,.: r: :,,ma..,a,. _.: 890
• i•i..iTi AGSI.
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880 880
SEE SHEET 16 FOR -Y_S- PLAN
870 870
20+00 21+00 22+00 23+00 24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00
WEN- N — —
_ PAGE INTENTIONALLY LEFT BLANK6-3
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0
PROJECT REFERENCE NO. SHEET NO.
I-3819B 52A
LiD
920 -Y S- ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
910 UIIILUJ1jIII1IJIH!I1IIIIIIIIIIIIlP111II
� •1 31 I:::U N I�1 ��
LII_II M= -,: 1i111ir!i rr1• �1ie .11 i11Miiiiiiii111i DESIGN DISC,HAR I IIIII!IIIIIII1111111II1IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
900 .. Y $ SB) IIIIIIIIII DESIGNHWEiLEAT�1IIIII� I� 1III 11111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII UMALLNONATNSEDERE•.� 37+56./0r a. r.■■■ u�r :,r V 85533 111111111PtAAAVHIFLIECA7N IIIII I iIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
r�,���, � Y � .���IIIIIIII��I890I iliiii11i11n s 1111__ ,III 1' IIII os =1665 MPH 11111111111V�RTOPP/NGDSCHAR An' !1 11111111 hlylllllllinnillllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllmin 890
IIIIIIIInhIihI! - ■■ 'ItiluwI�II � I1 V RI GPP/N•1 h-GUL -- ..�■;
1�111i� ",� i ; ��-_ IIIp� OVERTOPP/Ns■■ EV� iiu■:■■in i�oi
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i1111111111111111 11��11; !1`-�= "'Ji_I ^Ip - ___ ■ - III IIIIIIIIIIIIIIIIIIIIIIJI11111111�1 ;-� : .�I
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880 I 1 1 111...i..111.1!!!Iml_1?ie-yi!IIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIlllllii11111iiii11111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 880
IIL ] �� I !° �■ 1►��9',,7 1 -- ..■ 1111111111111111111"- 1 1 11111 1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111�IAII�I� 1 1 111111_1�_�■■■ 1 '°"�■■■■■�11111111111;11111111�1 IIIIIIIIIII11 III�Q�4�'�870 ; �:,i� ,ur; _�;. .n;��:�:�,i■ ,�,., �I ; i ., - , .��■ ■ 11 1 � 11 1-1 1 1 1 1 - 'ri��lllll IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 870-1 1I ,., 1II 1 1 1 1 1 11 - ■■■■■■■■�1111 1111111111
r ' I111 111111111��■■nn■■■■II —1�l��l�91�����fi���IiII�I�iI�III 1 s n: �, � LI.L_I I I IIIIIIIIiliiilil��,ililillliliilill�iiiili�i�i�illlli IIIIIII�III�Ililli��1�1:1�I�IIIII .�.:.1.1�111■a:==■=
111111111111111111111111111111111IIIIIIIIIII!�1MIWIII_IIIIIIi111111111111111111 III -Fiiiiiiiiiaiiiiisiliiiiiiiiiiii1i1111111111111111111111111►1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111
860 IIIIIIIIIIIIIIIIII -r s- rnl8 1111111111111111111111111111111i 1111i11111111 - II - ■��■■�"�'�� L 860
PI= 371-52.16 r i I M.
:�rAdELNA%
i ■ 3u►a�'
EL = 879.3T H■■■■■o�na■raamrr��ann■rs�a-■racza - TRENCHLESS INSTALLATIvN
VC = 450' i 'y'J`!1■fL•i1lSL�L'fL•L.1Je■ u' : 42" WELDED STEEL
10000000015
16085 = 65 MPH 1111111111111111111111111.
1'111111111111111111
0 850
l� •��r it
840 840
SEE SHEET 16,17 FOR -Y_S- PLAN 1
830 830
34+00 35+00 36+00 37+00 38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00
890 -Y S- 890
880 880
P1= 53+60.00
EL = 860.88'
VC = 560'
K = 287
870 DS = 73 MPH 870
I _
1lIIII'IIII11111111 I i ;;iiI 1111111111111111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
IIIIIIIiG1111111�1I1I1�1�����l�l■L111■��11111111111111iI11111�■n -- m■.■■n■■rlvtill■' ■ ql� 860
.. 1„ 1 860 � r
m 1 �
I� I
■ 1■IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIili1i11111111111.11111■111111111111■■....i...____ IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
a 11111111111111111111111111111
111111111111111111!IIAII!!ltllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllliiiiilli:ilLri1i111 1 11 i"""�I;!!!IIIIIII 1� II:,,�I.,, 111
� 3' � �� : ^� - . . I' IIIIIIIIIIIIII11IIIIIII111IIIIIIIIIIIIIh1Iaiililllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll
850
850 11 1 1 �1111111 III
i U �i ,� �11� � L , �■U'�i 11 i- - -III,�I 1 IIIII �!.Ir840 II I II I I 1111IIIII II ' �SIIII
' I 111 III 840
R TRENCHLESS :i I 1 1111■1 -___
BM #36 42" WELDED h
m1 Ill
N 746047 E 1447202 , III .
1 1 1 1,
830 -Y_S- STA.53+69.49 h A; 830
I I I! 265.68' LT I171
N ELEVATION = 837.77
8" NAIL IN BASE OF 30" OAK.'
820 � 820
-T
Y
810 810
SEE SHEET 17,18 FOR -Y_S- PLAN 11
800 800
48+00 49+00 50+00 51+00 52+00 53+00 54+00 55+00 56+00 57+00 58+00 59+00 60+00 61+00 62+00

0
PROJECT REFERENCE NO. SHEET NO.
I-3819B 53
LcD
O60 -Y S- ROADWAY DESIGN HYDRAULICS
O ENGINEER ENGINEER
850
BM #93 CuLVEPT VDP/\t LIC t AITAI
N 747584 E 1447702 BM #$1
840 -Y S- STA.69+47.89 Ot SI6M DiS(.,hl RG 900 N 748118 ; 144 825 CFS DOCUMENT NOT CONSIDERED FINAL
CHISELED DES G' FREOI[P �7 ��� Y STA16 96'R 73 81.9'
i- 84.66' RT - - - UNLESS ALL SIGNATURES COMPLETED
ELEVATION 807.67 , DES/6 , ELE7.',-',TAt = . _ F't .
�uc - -
d X ON THE NORTHEAST CORNER OF zw.r tTr.��rtre=.r +�+�__, IN THi� I
CONCRETE DITCH �•lr �� ����
830 RA, 'FF.r0FNy - too YP.S SO CORNER OF :/ e,: I IIII 830
.i - - - PL7i�G%MMIWIIIIIIII /IL7- 'IgfIiOiMEI
_ �0L“7�.\ MirilllailA7iv ••••
--_- _ lIl
_ - _/-_ I�PADD OVERTO-'ING DIS• h,wRCE = >3.91 CFS n
_ OIIFPTOPPMC FP'(YIFNCY= >') >PS ® I
`- OVt iu,-'i'to tLFVA'(ON = d './ :.
820 • 804 820
-- - �- '• .I• 0 ■ Y S SLA.%4.U57-- IIII
810 , - - i■ IIII 1111 810
I§M #93 — IIII
N 747584 E 1447702 ® ------ _���_
-Y S- STA.69+47.89 ----! _ �____
�� _� oo T/ ITt .
800 HISELED 'X O ELEVATIONHE NORTHEAST7CORNER OF NC X MEN 59"RCBC�` � �� '!!I! 800
CONCRETE DITCH !L 7;3,35' END CHANNEL CHA It - ---
790 --- - I PI STA.75+1' '' \
EL 78 ',' 790
BEGIN LATERAL 4'BASE :ND LATERAL .'BASE TUX:-------
780 PI STA.68+3B LT FI S A.69+50 _T F-n30 780
EL. 794.00
fL.791.00 SEE SHEET 18,19 FOR -Y_S- PLAN I
bEGI CHA •r.,y c
PI S
770 FI 7RA - ' 770
62+00 63+00 64+00 65+00 66+00 67+00 68+00 69+00 70+00 71+00 72+00 73+00 74+00 75+00 76+00
840 -Y S- 840
830 830
820 820
810 810
0 PAPSFCY�
PDC Ikl
G
800 W 800
-
--- .-----7 ---- ----- ---- -------------------
790 \ \ 790
N
F Yi ST'NG
m
CPOLJ'D
4 780 780
N
N
770 770
-o
760 760
SEE SHEET 19 FOR -Y S- PLAN
m.
om
sa 750 750
W70
76+00 77+00 78+00 79+00 80+00 81+00 82+00 83+00 84+00 85+00 86+00 87+00 88+00 89+00 90+00

o-
0
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 54
O60 -Y S- ROADWAY DESIGN HYDRAULICS
O ENGINEER ENGINEER
850
840 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
c
830 �c 830
820 ��� _---_———— 820
PR�IjsF __— ——
GRASP ——
810 P/= 93+80.00 ---- - 810
EL = 793.95'
VC = 650' P1= 107+40.00
K = /46 —tee - —— \ EL = 848.25'
DS = 62 MPH __ ——• ' — \ VC = 1,670'
800 r 800
_— --- ' \ K = 2//
__ _
�+ f �— Pl O�MDC DS 66 MPH
790 ----- —————— ——— n. 'rnn-° 790
780 780
SEE SHEET 19,20 FOR -Y_S- PLAN
770 770
90+00 91+00 92+00 93+00 94+00 95+00 96+00 97+00 98+00 99+00 100+00 101+00 102+00 103+00 104+00
880 -Y_S- 880
BM #81
N 792n37 F. "44R1L3
BM #99 -Y S- STA.114+19_01
870 II 75.91L E 1447v26 86.25' R-
Y S- S-A 11�*82 .8 ELEVATI0N — 840.41 870
91 4R'LT CH SE_ED-R-ITS THE TOP
I FI FVAT1OP = 8Z6 09 OF THE SOUTHWEST CORNER
I I ,r7I ELED X 01N--THE SOUTHVY:ST OF BRIDGE WING WALL
P1= 107+40.00 1 1 -.7NE,1 OF BRJDGE WING WALL
EL = 848.25' 1 1 1 860
860 BEGIN BERM 'V'DITCH ■
VC = 1,670' ■ ■
K = 2/1 PI S-IA. IIU+bU L \ ' ' I US 7-'
DS = 66 MPH EL.852.13' ■ ■
850 III 0 850
.>. I �/
III 111111111111111 IIIIIIIIIIIIIIIIII - =Jj® .r- 1- ■'. �RiUOt
II
■ �' N 5 '4 144812 840
BM #100
a 840 --� rRO.-CSEr, _ - - - FN) PFTch. 'V'4D-8.("M , �� iII►,i _ _ ...
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-a _ = 40 4.'i
r � �, 0 ,M Y —0- STA 2740,79 NCGS DEBBY
830lo
,i MI1111111111111111111 830
820 \ ■ 820
CO
el
i ORC N
810 _—,GROUND'' — r—J3.9ui 810
_
ii
Y 800 800
m� I SEE SHEET 20,21 FOR —Y_S— PLAN
om
sa 790 790
W70
104+00 105+00 106+00 107+00 108+00 109+00 110+00 111+00 112+00 113+00 114+00 115+00 116+00 117+00 118+00

Q. PROJECT REFERENCE NO. SHEET NO.
I-3819B 58
ROADWAY DESIGN HYDRAULICS
,n 910 —Y N— ENGINEER ENGINEER
P1= 154+50.00 (LT)
EL = 874.58'
VKCIIIIIIIIIIIIII
/80'
==//33
900 Illlllllllllllllllllllllllllllllllllr6c, 010 rirlii illl MINIlllllllllllllllllllllllllllllllllll iiiiiiiiiiiiiiiiiiiillllllllllllllllll - - .. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII
.I,I..�/Jr...,1: IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIf pi= 160+78.. 1111111111111111111111
8 9DOCUMENT NOT CONSIDERED FINAL
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIMIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII " :" 1111111111111111111111111111111111111111111111111111 �" IIIIIIIIIIIIIIIIIIIIIIII UNLESS ALL SIGNATURES COMPLETED
. . iIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII" IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1111111111 . .
ram,.' . IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIinguinur 3��_�ILr.57g CIO'a[cuQ_-•00111111111111111111111111 ''
-"=7e°' h' 1�11111111111111111111111111111111 -- IIIIIIIY IIiI � 1:11a11I"• ', ►��.`"Dnnnnnn...... !!1 111111111lNy�nlli!I!i�llllllllllllllllllllllllllll
1111 1 1 !.!_ �_IL iiiilll'lllllllllllllllllllllllllll
a it ��• -_ :�� - srm r.rl:.e_so:ea_ee�e`�� --% - i EiiiIIIIle1 a :silllllili e!!!!! nnnnnnnnn.
i nnnnnnnnnminnnnnnnnnnnnm
11 ...11 nmcr.,�a-. !11111A1111111111111111111111111111111111111111111
870 11 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIu i"iiiG■1■111r -:- :-: r. ■ ■ .....r_,_.,, {JIII J J� 311111..2. 870
111111iiii 111111111111111111111l11111 I�Illllllllllllllillllllllllllllllllllllllllllllllllllii� JiilfYflf l'llllllll...al 1 - 11111..111111111. . _ ..1_____... - ::.
...........L...................rS...rr.• _IICIIiJ...l„1.lp, III, 11 ;� - i ��!!i1��i��i��li�ii�P1111111111111111111111111111111111111 niiiiiiiihNiliiiIII11111iiiiiiii�Ti.I:IIra,'A lLl 4\.II'H•U L'IF1Lt1 II..,
1111111111111�111111111111111111111111111'9:!!11.;1�!1"a�iilfllii1i1161f111111111111111111111111111111111111111111111111111111111111Ei�ii�IlllAtiiEiiiVlinlailll1A1111 -
860 - - ...�Ii•[ •E .. 860
IIIIIIIIIIIIICIIIIIIIIIIIIIIIyllllllllllllllllllllllllllllllllllllllllllllllllllllllllll - qr»� . I •• IA
1 IIIIIIFIIIi�lllllllllllllllllllllllllllllll HHHHHHHHH1HiiiiII!HII!!IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII"4t
1850 . .,]y�7IIL:1. SIN1c/:, . 1, ► • 850
1I1IIIIII1 IIII�iI!IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIuIilllI!Ii11111I1I!11III111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII!iIllII!111II1i11u11IP!P!1!II11IIIIIIIIIIIIIIIIIII11111111111111111111
840 IIIIIIIIIIIIIIIIIII!�lE!!I �Z�il�l:I�tlliyllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllili�'1!1!i�' IIIEfl1'�' 1`°..�„ `�`L' °�'�"L 840
III lip ! TN( 7,pqmimplimmilimmilimmimmimmimmimmimm,oliorphommo IIIIIIIIIIIIIIIIIIi�! ICI• !ii���r�i'7h11111IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII�1111111A�� L ����1111111111111111111111111111111111111111
i ial:u i.li 1n : i u.. Ala nl830 830
SEE SHEET 24,10 FOR -Y N- PLAN I
820 820
150+00 151+00 152+00 153+00 154+00 155+00 156+00 157+00 158+00 159+00 160+00 161+00 162+00 163+00
920 .1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 920
910 910
900 Rm #72 900
1 75 ;r. E ..t;
Y_N 0 - 9.81
ELEVAT/ON' i ::5.02
N 890 0
.�rrrc� :.r_--
IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIHHIHIIitIliU11l1I1IIl iU1ll1I1I m lIiIlUIlliIIlIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII!!!!!!!!HILiiiiiIiii !iiiiuIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII!!!!!_IIIi_IIIii�IIill11III�1
sso 1111111111111111IIIIIIIIIIIIIilllililll111111111111111111111111111111111111111111111111111111111111111111111111111111111
; , . . 880P1= 169+75.00 �,�r IrR■Ilililili1111111111111111111111001000010000100001000010000100000000000001
11 IIII 1 1I 1 11 ail EL = 862.62' e '�� aL1II IIIIII1I"II11 III�Ilr! EIIL'lLL� �1JY L'11l'�■ ,, KC= /380 1I III IIIIIIIIIII I I II I I87o IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1I���II���IIII�Iw11i111111111111111111111111111111111111111111111111I os = 6o MPH III `�____ =-II 11111111_1i_ �I���I�I!I�I11111I11 III1I 870
N it111illllll1111 IIIIII11111...•....!!!!!IIIIIIIIIIIIIIi�ifiiiilil11111111111111111111111111111111111111 Illllll�llliiii� 1111111+!!!l;;;;;�or 1'-�1 ' ' ' - -
860 1 1111111111111111111111--------i-,1111� ��^�.'■■ v r[r.--
, r;: \I
860
IELLE ► y,GAI 'JillAi Alii Ili :+_1- �r_�_ .. -II!. 1,1 �__ �_
850 �, 850
II, :1.IIILr II 1` `IVI , 1 yl,•. '.,it l :� NCII ��fflQ 840 111111111111111111111111111111111111.7PI
1r r .r r _ /�ll III �� .' II I II li 840
11111111111111111111111Nor 111111 lir Illllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllllll
830 830
164+00 165+00 166+00 167+00 168+00 169+00 170+00 171+00 172+00 173+00 174+00 175+00 176+00 177+00
tD U-

0
PROJECT REFERENCE NO. SHEET NO.
I-3819B 59
960 -Y N- ROADWAY DESIGN HYDRAULICS
ENGINEER ENGINEER
950
940 BEGIN SPEC Al CUT DITCH PI= 188 /J.00 DOCUMENT NOT CONSIDERED FINAL
END SPECIAL CUT DI-CH 1.GE a CLASS 8 RIKAPW HHINGE CLASS B RIPRAP EL = 928.07' UNLESS ALL SIGNATURES COMPLETED
PI i77-h0 RT PI STA 180+03 I vC = 1,875'930 EL.886.07' !/Mt
EL,4�4.80' PI$TA•31TCH W/H NGE DS =26 8 MPH
"86-50 LT930
EL.906.63'
- PI STA,178+00 RT / BEGIN SPECIAL CUT DI - - �L = i EL. MII
886.85' PI STA.186+CO RT �_i 1-
bND SPECIAL CUT DITCH W/HINGE ••m-•� ■• •• - colic ■■■■ .r, ,. r41■• ■ ir -ce.
920 EL.9Q6.38' - I GRADE
PI STA.184+50 LT
�Gj�' 3 a [ EL.904.6T ,
ENS SP•> A_ C T DI /HIN �IIIfIF ��Ir I+00 LT --1>_ -N ■ I
910 as 178+So I- � MI■�11111M1� I� _ ��
.7. 1♦1M111111•' ■� - _ i. r • - . .
�� ��1 LE __ .■1>.11' = 11f� •I■ o 0 01I1i-a���m}�
MI
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LMMA
'•`°(-'n73a,v
i i1�6-A��■_!_U lie _ ■ -� .11t�JI47:f1 ■-� ��M--
11 ' I 11. I LX1S1/NO I F,W
PISTA;182+5J RT GeXI I/N » -L
890 .commemitimiiim
. ■I. EL.900.32' IM11111.1111.1111
_ 890
Y
f 1)/.95X -<� •
STA 1$9 50 RT EL. 'Ob 4
a)--i+)347 D' El HOS. 5 --- 1,11
• #94 . PI STA. 179 100 LT . 05. '�
880 N /5835-6 E I I I89oli EL 891.11' 880
Y N SIA. 1/f I .-. 9 BEGIN SPEC AL CUT DITCH W NCE
77."1'RT
ELEVALLION 7 885.47 P NIA. I; +00 LT SEE SHEET 25,26 FOR -Y N- PLAN
CH,SELE X ON -IE NOITHWEST CORNER OF : .889.931
870 CONCRETE PAD AROU\ID CATCH BASIN 870
178+00 179+00 180+00 181+00 182+00 183+00 184+00 185+00 186+00 187+00 188+00 189+00 190+00 191+00
CUL✓EHl HYUHAUJ, JAI A
930 , �'• D/s / \/7 r = '� C`5 -Y N- 930
I' , _-I - 1 I = I' . - ■■■■- �..��
I .II 11111 I II Fl c' DlSCH4RGE4T10h = 3.6 CFS I 11111 IlIlIllIllUlIll
920 Il= -114r`:-V:= ::-."::a:a = = 111111�1a; :1-3Inisulimv�taiu:�atttttttttttm� r IIIIlr''i1 �1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111 920
EJEMI • �I _ yl7�Iip 1. I III Ei]I!1IIIII. I1.=
EL.90h.03' T ea U �� r/ �eyT �i� s� t\Tr r, °°�� �7!7T7����7 {iw I ]■]� ■ ■■ ■■�
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910 - Z1111J\I�7�T -i-i , 71•- - - �T: •
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it�S7iT7'R7�11iL7.rss_ �■
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900 • �+� ■■■■:: -I-�\ �.�I:� 1'. �IuI . ..I11o110. 900
O ■ - I N �E�J■. •1 1I. I�y\I�.�II K�•�1 if^71.I.•JI1 ill■-�7- ■■...�. -r•1��1-
rn .:/d .A �■� _...■■■�■ ��I-ii ■rII,J■GIr-■■r1.K!•7111I'i'i-C-J11=�G-
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-Q� m@-i.155.. , - �• i•- ••'"- .1.51I-.l:f\101a-1:1\Ii1i i/■■■■ -r11M 0
_ Imm mo ■-@ �����- - '17l11��-01:7a\I01■"-J'1■171■iI■■■■■ -!1■IC
890 :=��C : �■�=- l Ii l77 .�alrmoisvm rnlnl•1m____' N- (SBl 1�,- I 890
a .IlurIV AM m-/m1l�mo �1=� 1� 1�■1�1�1��. �- '����'�r�i- s 1:1.ii_rlvr. - pi- 2.. -/7. 00IN = . c -
/1l-mm--� �@ • o • _. 1�r>t!-__ 11• 11•�11• EL = 877.14' I■ F
p- NM
� mUJ
m--- - - • =1�i-�- - - 1>_�1>_ - VC = l80' ram'y\I■ .1J7r rI-.I■Iel■l I IS!-VJIcU1 rM J/f/MEN _-11• 1�fi �' 1'1�-11i7L' .7iE> _�i@7� 11•�11• �� I�S-
m -T raawrs.ric �� - -� = --� -- �MEM -- - Ws== K = 642 IN ek
- 880 IL•J.•INIVAL i1•l,iINEMEN
111 KsS@. = . ftI1-MIAN DS > 80 MPH N�-■• 880
7■■.11•Li'7Nmm m- m 111� 1'11•--=i73111aZ54A•.. rltiTiiE•i� 11.71iMii.�.CZ1V/ . a�-r '4)0009 n r1I1�.r+_mm--� !- ��--�OL77r--. �Z -iiL-FT;�••L•liJl�l- _■■■■■-■-_-E ,f'
■m-�gym- m MI 1'11•- Ir 1I1I1I•G1177dI11i■IS lI/5Ih2t:Jt7/•# 11•--■-■-11•-n
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v 870 . • a 0r IMF•. PI STA.197+00 RT/ - ■��- I/;1 Cl/ 1■drA1T1 :dl�1107 �p ■■■r■ !•!:■■:■. 1u ■��■ ■■ 870
■ ■ om m-.-' IN- r =-
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m END SP CIAL LATERAL 'V'DITCH _---illi - • - ■■ =
my 860 PI STA.197+35 RT ■� FMNIW . �� _ EEL orr vrr. a #'..IMEN .� 860
■- iM._7ilil6i.PM.IN r0C 0•.r, �OW�II1:I�-rrlrr1LSa'1- 77r11rlrrLl
EL::883.00' ■� -iol�o■cA..1 inn.,-■■7 -miuu S.11.Ju
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y - IIII iIII , W.7'R=liif i.
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850 11�-�mals■f:79r.7■1I�u■110 UTILITY PO■=r7= 850
ai 7i1ri\i■Yii
m-■mmm- �■ ■� ■m■mm■m�- ��■..Ili■• ' TALLATION
NENNEN - mom■ ■��TlryrsT.--o• s ex•lrt-. eT7.1•rs 71z_ncaa�a\1-on:1:7:■■rI
SEE SHEET 26,27 FOR -Y N- PLAN NENNEN - �■ ■� uau:J�r_�1a;�_u7--._ w.-n. �Nrr.IoI:1
mE0 - MENNEN �■ ■- 7Tr■ 7='I �ILG�9n'JI:11111➢71u1■1:7 EE_
�:u +. -EX 111
°m
cn o a 840 EL 86•.00 840
192+00 193+00 194+00 195+00 196+00 197+00 198+00 199+00 200+00 201+00 202+00 203+00 204+00 205+00
\/Ir

CrCr
; iI PROJECT REFERENCE NO. SHEET NO.
ro
i n I-3819B 60
CN Pr�P\rnnron''NU:mr pLi18 I
ROADWAY DESIGN HYDRAULICS
II ENGINEER ENGINEER
-Y N— .LL\R'R'uI'ImagiZ.II:4km4rrrrrrrGrrlL7lrrrrrrrrrmlllrrll
— :,;ILi ,liiY6ai d:.U/.,rmrR " _I 1-I:+ I:
Iri3CCninillnir3rrilrram111iiieri �\ipiiiiiir_iil INCOMPLETE PLANS
IL•c7G" iri'7'7::' - IMI .. II - DO NOT USE FOR RAW ACQUISITION
I II
/izumm Er7/Jr'L:�II.rJ III/I .dim
ICAIIiP_O97ri7i1rCi111'OI J1111 IC'L'!II ^r\P
ILLi E� irillrrrrl y\I I J•I I I iII.-cl lv U�l
Ir_i.I.�ii_lcrryicill//_.IGiiMirrrr!•ri7'�rf7rrrrrr6�iill 7^
IL•riJLriiiLL-ir=•• • 'S'JS" II IaCliiJr11CP111g71\MG111711
rl//i'i7/lll/.MWi/I/rlifrlM/1LIlG,C:/iilM'irCiid:.i R,ii.7II i1r�'l9ll r_OIIf lC7I111111i1111rIl II/r1:�lE=II
mIIII'/;71m,71rI1611711umma71m'7_IIIiRII/i4Erri9irl IiTI.I Pll ■7 rrr:f:/III ' II
Iiar=1:amman nrTiirammmmairilir!•ria9rrarrroiria•II II
910 ILAEEMi'lll'rM'liMEHEMJ'J•rii[ilrEMMiMHUME" II 11
I II II DOCUMENT NOT CONSIDERED FIGAIO
• I' II UNLESS ALL SIGNATURES COMPLETED
i�MA i� icil�li➢n.iir II
al�in"I1-_ i
900 mlrrrmrrruu PI STA.21Ki11,'v o! ii 900
- MEWL.867. G\iiI Ii _
rrrrrrrrrrrrrrromliiiiiiiiriiiiiiiiiriiiiirrrrrrrrGf.LaR\il(rGL7,.l\7\r:nll.:rQTarowla II
WiYYiYYi �I �LL\irCUL''J'7L�1Jr�7:'J II
" 'III\r%II:\.:Iilllrl:a.Il II Eiii
890 END NB RECONSTRUCTIO iiI ``s'I`Q!IA �! II _ . - - $90
-BEG. NB RESURFACING-- r r
BEGIN NB PGL SHIFT I Il II _ - .
-Y N- (NB) Y N- STA.209+50.00 (31'': �1rv_G+
P1= 209+02.50 me 866.02' li 61 ''-EM- _:_
880 EL = 856.42' nr r = _-: _-G arre 880
mIIMM rn_s;Ir.iIicle4Iiee_ n
ii MOVrrrrr ( MA n
I l I: Il1r11\Ilrr!/r111lbrlalrl11 K /37 I I iuioriioCsir',1! .
irnraaarcTanr\rc. DS = 60 MPH u u REM
II_ II \II _ �� Eli U...
Ill:ilrr:l'.�li\II:� 11 IIUUU Fe - .�_V11U' ' r
870 1 II _ —=_:... ==-= G 870
--- - _ -�_ G FI
�iiGi7C7!•9ii.-�_ __ - . - - _ Tammmaa=iifi ' : '. '.�.
rifiG Ff _ 0 ---- - i /1.::/Il/RIHIIr0 1
rlli.l:mmimi_'^ir s_ -CG mmmmn - _ !P_C7C7C7Gi-i-i1Wa - - R8i'
- --860 --- - - -_-- _ 0 -= 6 860
_ 11_11P 1
ANI7rrl=C-_
• IP 7i%1'HD\GL.
I
eIE
8� IIii.IIIIiF7N17\IG•IIr11/9Ii:�S11\r7r1111lliliil� I
' 850
I,7 4MMEp .Tirlr 1i;
UM
b1UII„7._, I SEE SHEET 27 FOR -Y N- PLAN
840 840
206+00 207+00 208+00 209+00 210+00 211+00 212+00 213+00 214+00 215+00 216+00 217+00 218+00 219+00
irrrrrrrr
1 PAGE INTENTIONALLY LEFT BLANK -
..
....
-a
N
m
CI
lC
N
Cl
I'
m
v
N
N
m
N
/
N
Cl
CO
10
i
rn
1
1
C
O 2
N-,
\/

00 PROJECT REFERENCE NO. SHEET NO.
I-3819B 74
ROADWAY DESIGN HYDRAULICS
880 -Y9- ENGINEER ENGINEER
IIIIIIIIf
870III 1111 HI
II P1= 17+15.00
� t IN GRADE EL = 310.66'
9- STA.14+41.60- K = 3/
I EL 847.36'' DS = 35 MPH
860 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
850 - I�' PROPOSE p 850
�' OR UL
840 - --- - --- \--u,ST,N6 `\\`�, Pl= 23+43.75 840
.-P0 b-D
EL = 825.08'
111111iiiiii iiiiiiii IIIIIIIIIIII �� KC_655425'
830 \ �i Ds = 40 MPH = 830
820 820
810 810
800 800
SEE SHEET 28 FOR -Y9- PLAN
790 790
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
N KO CH SLAB END A°FROACH SLAB
860 S .25+12.96 Y9-STA.28+69.83 860
=- 826 9 ' EL.826.29' -Y9-
B N BRIDGE END BR DGE �II
II ��I-Y9 CTA.25+3733 -Y9- STA.28-45.67 ,
850 EL. 27.)4' EL.82'¢.�i ' 850
Pl= 39+95.00
� EL = 869.75'
A • VC = 501' 1
840 P1= 26+86.00 ."EL = DS =l154 MPH $40
�� Pl= 23+43.75 ........II..................... VC = /20'S0 PI= 32+30.00
.. EL = 821.97' •
11 EL = 825.08' l.......II....................0 K = 55 VC = 56/' a''
.. VC = 425' n DS = 43 MPH
830 .. K 65 IIIIIIIIIIIIIIIIIIIIIIIII!! I�� _---'-_ 4 K = 75 ���, i `' _ ,,,. ,:
11 I, DS = 43 MPH 1 Ci` .; .CIAO 830
i! DSO_, 11 'I _ � 'r�e��::..... ... i-�- _ -.e: aiiiGiiii�l�1.nllllll1lll1111l�III
� 1!Iele!l�IIII�IIIIIIIIIIIIII- �III�������IIIIII�II�������������������.�.��:�.�.:.l���m 1::11 - - 3 -_..._e7CICiiijiiiiiiiiil II ,I;I1�.., ,III,.
a 820 II-11/1111111111111111111111IIIIIIIIIIIIIIIIIIIIIIIIIIIIII
180_ - - - _....LLAi 111111111111111111111111111111111111111
1 r , . .. . 820
11
N 810 IIII rf Sri. 810
11�11■■ �. r'111 11 ......:047
11111111111111111111111111111111111111111111111111111111■IIII;IIIIIC... ., ...� �1111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111
v .. �1. .n rno�m�... .. SIB
A
.. 1 - 11.....=IZ...Yi•.I... ..
4 800 ••
������11 ��1 ���i�n icN �+ HARGE - �' 800
.� noo�..or;.o�n��
00o ' 6! �E D SRH�RGEGI l0 _-
790NCLVL HW L,LLVAI,UN /N �p
m I__-- " III 0 ERTOPP/NG DISCHA,GE= >77000
780 II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII1IIIIIIIIIIIIh' ER""1G ERE°1ONY- "r. III 780
11 A
1111111111111111111111111111 11111111AmOF SURVEY - '%" SEE SHEET 28,19,29 FOR -Y9- PLAN OE
N 770 DATE.OF. �111����! 770
s a AT-DATE- OF SURVEY
(07)0
24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00

PROJECT REFERENCE NO. SHEET NO.
CO
I-3819B 75
ROADWAY DESIGN HYDRAULICS
910 ENGINEER ENGINEER
c�
Y9 ST\.50+00 00-
—Y9— EL.887.W
900 •
Pp')PpSr n
890 G1 i 4r E DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
P1= 39+95.00 _ _ -_
880 EL = 869.78' -- -- - - `
880
VC = 501'
K = Ill _-
DS = 54 MPH - - -- -
870 _— — 870
—
,afA_
- •
860 860
850 850
840 840
830 830
SEE SHEET 29 FOR -Y9- PLAN
• 820 820
38+00 39+00 40+00 41+00 42+00 43+00 44+00 45+00 46+00 47+00 48+00 49+00 50+00 51+00 52+00
PAGE INTENTIONALLY LEFT BLANK
K
S
W
CO
10
C
n
!h
N
N
N
N
10
ti
m
0
0
mC)
Om
O p,U.
Nay
0 io_
700
\/(0
l9/0_

o- PROJECT REFERENCE NO. SHEET NO.
o-
-3819B 76
ROADWAY DESIGN HYDRAULICS
850 ENGINEER ENGINEER
-Y9RPA-
840
830 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SECIIIINE GRADE1 I I
820 9RPA- STA 10+00.00= 820
EL 794.74'
Pl- 14+95.00 EXIST/NC ---
810 PI- 12+75.00 EL = 796.35' / Gk D - 810
PI= 10+60.00 = 7+75.0 VC = 140' r _-
EL - --- `_,- - ��
EL = 794.48' K = l35 / /
VC = 120' VC = 100' DS = 57 MPH ____-- ---- _- ____
K = 142 K = 2457iimm -----__
800 DS = 60 MPH DS > 80 MPH _
800
__---- 0 +bdA5o®2 0 )0.5d35i� _____....;cc! ��
orrnnor
Q�. c r�AM..'• "- -- ;.-. °. .-.< 1 - ( . R 5�
-. POSEb r V
790 790
PI= /9+46.25 -)0
EL = 793.72'
VC = 650'
K = 136
780 780
DS = 60 MPH
III II
770 770
SEE SHEET 19 FOR -Y9RPA- PLAN
760 760
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
860 860
END GRADE
-Y9RPA1 STA.27-70.95 ' -Y9RPA-
850 El,828.18' 850
840 840
830 830
PROPorED
co ;R, E
a 820 —__ _3 �' - \ 820
—EX/S WC
in
810 Gk 0 810
N
rn
rn
4 800 800
N
CO
N
Cn
790 790
-o
Y
780 780
SEE SHEET 19 FOR -Y9RPA- PLAN
m.
om
sa 770 770
W70
24+00 25+00 26+00 27+00 28+00

N PROJECT REFERENCE NO. SHEET NO.
o-
-3819B 77
ROADWAY DESIGN HYDRAULICS
870 ENGINEER ENGINEER
BEGIN RADE
-Y9RPC- +TA.10+00.00= -Y9 RPC-
EI.840.0 I'
860
850 P1= 11+50.00 DOCUMENT NOT CONSIDERED FINAL
EL = 835.17'
VC = 120, UNLESS ALL SIGNATURES COMPLETED
K = 3/3
DS = 75 MPH
840 —_ -- 840
830 Pn POSED 830
P1= 18+60.00 GRADE
\ EL = 809.62'
VC = 980'
K 159 a".5g81/.
= � --
820 \ �� DS = 65 MPH \/ —�_ _ 820
810
,_
810 20) 15 �
800 800
790 790
SEE SHEET 18,19 FOR -Y9RPC- PLAN
780 780
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
860 860
-Y9RPC-
850 850
PROPOSED
840 GRADE 840
END GRADE
-Y9RPG-STA.74+59 47=
EL.84..71'
830 830
-
820 i d2.548rf
820
810 GCA/NCIE
I�
810
N
N
800 800
CO
N
790 790
—o
Y
780 780
SEE SHEET 19 FOR -Y9RPC- PLAN
m*
om
sa 770 770
70
24+00 25+00

0' PROJECT REFERENCE NO. SHEET NO.
0
co
I-3819B 78
ROADWAY DESIGN HYDRAULICS
870 ENGINEER ENGINEER
Y9LPA-
860
END GRADE
— STA.'8+11:12=
850 I E- DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
/I
840 :..6 840
i
830 BEGIN GRADE OrOUV� 830
EL.8—Y9LC1.I9' .'010a. 6s I -- --
EL.dC1.19' PI= 12+50.00 __
EL =820 VC = 75'S0' — ;- — 820
— _---
Pl= 10+85.00 K = 20 — 3.0 C %
EL = 800.82' DS = 2/MPH
VC = 100' l
K = 63 H�'i'
810 DS = 45 MPH i �/ 810
i /
800 G.-- x��1o%= �� 'sue ��y _ GOAD En 800
790 790
SEE SHEET 19 FOR —Y9LPA— PLAN
780 780
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00
870 870
860 -Y9LPC- 860
850 Erlp
,4RrADE
pa, 18+91.43= 850
=L29'
840 840
co
PI= 18+00.00
S ,BEGIN GRADE EL = 82/.09' PR P .DED--
830 I-Y9ipc_ STA 9+9�98-- VC = 100' GRADE ' 830
-o EL.804.66' , D = 76 -
DS = 35 MPH
c EL =1807.4�� 820
820 PI= 11+06.00
`�° EL = 806.66' I VC = 100' _ +) ,300
co VC = 100' DS =640 MPH �" �
K = 90
m 810 ( DS = 5/MPH ��
f 810
10
800 \ 800
S FXI�T/NI
O1 040UND
Y
790 790
SEE SHEET 19 FOR —Y9LPC— PLAN
m.
om
sa
780
780
7.
W70
Loop
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00

0 PROJECT REFERENCE NO. SHEET NO.
o,
-3819B 79
ROADWAY DESIGN HYDRAULICS
890 ENGINEER ENGINEER
-Y9A-
880
870 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
860 li L i.tit$I �� a �� 860
P1= 10+76.00 IJu: = 1 w .q 771,
EL = 839.59' I�7•! 1 A�
VC = 85' P, . '
K = 65 I
850 DS = 40 MPH i 850
411•I'
,11 31 I
840 I !.i c,--
840
__ 1� ��
830 I 830
,..II ,1
820 820
810 810
SEE SHEET 19 FOR -Y9A- PLAN
800 800
10+00 11+00 12+00
870 870
-Y9B-
860 860
END GRADE
-Y9B- STA. 14 98 61 =
850 EL.828.28' 850
B:GIN GRADE
-Y9B- STA.10+05.00-
EL. 82 2,04'
840 840
PP0P9SED
a`` 830 P1= 11+62.50 05/Dc 830
EL = 814.95'
VC = 3/5' � —
6 -�_ K = 37 i" --
820 DS = 30 MPH ,� 820
In
a
1
N 810 810
c
N \
10 800 _ m .�fr. 30i --L/1.. 800
m END 2'BASE LATERAL DITCH i
I l l i PI STA.13+25 RT ,-
y EL. 801.14'/
U 790 BEGIN 2'BASE LATERAL DITCH_,- 790
PI STA.14+00 RT SEE SHEET 19 FOR -Y9A- PLAN
m. EL. 801.36'
sa 780 780
W70
10+00 11+00 12+00 13+00 14+00 15+00 16+00

o-
o,
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 80
ROADWAY DESIGN HYDRAULICS
870 ENGINEER ENGINEER
-Y9C-
860
RE 850 � N T 1- 7 03=
DOCUMENT NOT CONSIDERED FINAL
tL.!24./I' UNLESS ALL SIGNATURES COMPLETED
ENO GRADE
840 EL =1823.74� . $ 11+69 41= 840
VC = 50' I
DS = 32 MPH ■ ■ ■ ■ ■
830 111111111111111111111111111111111111 ; 51P III 830
820 7 ,�, I 820
ffm T/NG T- 4
810 PI= 11+27.00 810
EL = 8/9.44'
VC = 84'
K = 49
DS = 35 MPH
800 800
790 1111 790
SEE SHEET 19 FOR —Y9C— PLAN
780 780
10+00 11+00 12+00
PAGE INTENTIONALLY LEFT BLANK
0
CO
C,
CC
N
CO
CO
CO
U1
7
0
me
Um
i cn
2
G LO
L4 00
\/0_
,9/0_

cr cr PROJECT REFERENCE NO. SHEET NO.
03 I-3819B 81
ROADWAY DESIGN HYDRAULICS
to
910 ENGINEER ENGINEER
-Y9D-
900
890 BRAN GRADE UNLESS ALL SIGNATU ES COMPLETED
P/= 20+31.00YD STA.184.04 PR(P0 FDEL = 873.94EL.861.46' GPADEVC = 220'
K = 44
880 DS = 40 MPH :::
T870 -
��i
P1= 23+20.00
� v EL = 875.38'
GROU'D'C VC = 126'
860 • - ___��' sMOu'D K = 66 860
DS = 40 MPH
850 850
840 840
830 830
SEE SHEET 29 FOR —Y9D— PLAN
820 820
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
910 910
-Y9 D-
900 END GRADE 900
Y9D—S—A.24+01.02=
EL.877.33
BtG1N GRADE EVD GRADE
890 Y9D S IA.24+77.37— —Y9D— STA.33- 90 38= 890
EL.877.72 P1= 28+00.00 EL. 865.20'
DR0F0SED- EL = 875.68' P1= 29+85.00
,l'i�D- VC = /20' EL = 873.37' P1= 31+50.00
K = 17/ VC = /20' EL = 869.24' PI= 32+92.75 I
880 DS = 62 MPH K = 96 VC = /20' 880
I DS = 52 MPH K = 343 EL = 866.1T
_� I a $7 - ---- _ _'�,055®0� (-E25r.10. (_, DS > 80 MPH KC= 1040
s 1-)U.557b% __ _ ��_� �_2_S8-. )U✓ DS = 52 MPH
a1 870 P1= 25+50.00 �'j��0U0 - � � 870
-o EL = 877.05' �-7`l5
o' VC = 145' V -,G.; l-/PUU
0I' AID b
7 860 DS > 804 MPH �' G 860
o-
N
v
m
4 850 850
N
N
N
• 840 840
-T
Y
830 830
SEE SHEET 29,32 FOR —Y9D— PLAN
m.
om
sa 820 820
W70
24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00

o-
o,
PROJECT REFERENCE NO. SHEET NO.
co I-3819B 82
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
-Y9E-
920
910 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
900 BEG N 900
-Y9E- SH 0+16.500=
EL2'1 ' I
890 fD 890
GP= S
P1= 10+94.00 END GRADE
EL = 872.49' PI= /2+15.00 -Y9E- STA.13+08.39=
880 VC = /07' EL = 866.59' EL.859.21'
K = /9 VC = /35' 880
DS = 30 MPH K = 45
DS = 40 MPH
870
48> 870
II I mill'
0000,
860 860
LYIS//NO
';ROUNf
850 850
SEE SHEET 29 FOR -Y9E- PLAN
840 840
10+00 11+00 12+00 13+00
920 920
-Y9G-
910 910
900 900
BEGIN C',RA]P
-Y9G- STA. 0+91100= iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii
-E
890 L 865.68 890
03
�k �
a 880 -Y9G- 5T ,1' 00.00= 880
-o EL 86A 88
870 870
860 860
P1= 10+20.0000
EL = 865.68' S /80
MO )
7 850 850
-T
840 840
SEE SHEET 32 FOR -Y9G- PLAN
om
sa 830 830
W70
10+00 11+00 12+00 13+00

o- PROJECT REFERENCE NO. SHEET NO.
o,
—3819B 83
ROADWAY DESIGN HYDRAULICS
920 ENGINEER ENGINEER
—Y9H-
910
900 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
BEGIN::GRADE
890 -Y9H-:STA.:10+20.00 890
�r 845.67'
P1= 10+40.00 ND GRADE
880 EL = 864.87' Y9H 1TH 2268- 880
VC = 22' L.855.37'
K = 2
DS < /5 MPH
870 FP0P CFA_r 870
4000'"607,i0
860 860
F/1(7,1"f;—r •+
GPOUV`D Z9noux
850 P/= 11+00.39 850
EL = 855.81'
VC = 44'
K = 3
DS < /5 MPH
840 840
SEE SHEET 32 FOR -Y9H- PLAN
830 830
10+00 11+00 12+00
PAGE INTENTIONALLY LEFT BLANK
C,
d
U
W
("J
CO
N
CJ
N
N
co
N
CJ
CJ
CO
ID
Um
2
G LO
�00
\/0_
C9/0_

Q
PROJECT REFERENCE NO. SHEET NO.
co
-3819B 84
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
—Y1 0-
920
910 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
I 4 IN GRAD
900 II- s-A 17+a4 S= 900
I 874,84
890 890
P1= 20+87.50
EL = 873.93'
VC = 375'
880 ----- -- K = 72
----- -—-- — DS = 47 MPH
--- - - __ I', _�����_
- ip 3 -'1 Lis
_. = �� OPAI E 870
870
860 Eris >> >> 860
P1= 24+70.00
850 EL = 852.80' 850
VC = 240'
SEE SHEET 30,21 FOR -Y10- PLAN K = 64
DS = 40 MPH
840 840
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
GIN BRIDGE BRIDGE
- TA 25+77.48
EL.850.91' IS45
870 BEGIN APPRO bLAB OAGH —Y10— 870
Y10 STA. 5+52. 28+4116SLAB3.
851 EL 844 hR
860 860
P1= 29+24.30
EL = 844.62'
� ; VC = 500'
0 - K - 100 850
850 - J° 07 Pj -- OS = 52 MPH END RARE
‘� — _,��j -Y9- slAI 33+92.70-
> --(��, EL 313.27'
840 P1= 24+70.00 �� �-- -� �--�
oEL = 852.80' �"f>>__ - �`�\ � 840
VC = 240' ��._____ ��
S K = 64 1 _ �� P1= 33+30.00
a 830 DS = 40 MPH 11 I7'M/14/ _ �� VC = 120' 830
I� �t DS = 68 MPH
1` I ��
820 \.,' \--)476
/d 820
" 4-0 6'
, s7 ° 810
N >
810 P r
30
00
800 800
y ii
790 - _ 790
U
m�
SEE SHEET 21,31 FOR -Y10- PLAN
c'm
sa 780
780
...-cc24+00 25+00 26+00 27+00 28+00 29+00 30+00 31+00 32+00 33+00 34+00 35+00 36+00 37+00 38+00

cr PROJECT REFERENCE NO. SHEET NO.
I-3819B 85
ROADWAY DESIGN HYDRAULICS
-Y10DRI-
890 ENGINEER ENGINEER
y
880 BED. GRAD
Y1 BET
c
EL. 52.76'
870 DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
P1= 10+64.97 P1= 12+02.50 --Y'ODRD R-TA.12+34.54-860 EL = 850.63' EL = 840.94' EL 837,74 860
VC = 90' VC = 60'
K = 44 K = 20
DS = 40 MPH DS = 30 MPH
850 ° r',S�oos ::::�:� 850
lllll�llrlllll�i �ll■1111111111
840
1111 liii _�1414111 III1 840
I, 9 .,
0.
830 830
820 820
810 810
SEE SHEET 21 FOR —Y10DR1— PLAN
800 800
10+00 11+00 12+00 13+00
PAGE INTENTIONALLY LEFT BLANK
C
C'
'1
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oo- I I I I I 1 1 1 1 1 1 PROJECT REFERENCE NO. SHEET NO.
—Y4RPC- I-3819B 86
ROADWAY DESIGN HYDRAULICS
880 ENGINEER ENGINEER
870 B-GIN GRAB �vu vItAL
Y4RPC SiT . 0- 00- 1F4 RPC ST 18+`5 00=
L EL.842.32' :_ P29.49'
860 DOCUMENT NOT CONSIDERED FINAL
I P1= /1 f02,00 UNLESS ALL SIGNATURES COMPLETED
EL = 840.93' P1= 17+30.00
VC = /00' EL = 832.77'
K = 1677 VP1 P®�1=U C= 0 850 DS > 80 MPH P,�4f3E K 89 850
SSD = 598'
DS = 50 MPH
840 „________, Il840
••• •• .. ./ ou
830 \ is _ -,405i
N _
_ 830
�xtsl,nu
,Pow^
820 820
810 -� 810
800 800
SEE SHEET 8,9 FOR -Y4RPC- PLAN
790 790
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
IIIIIIIIIIIIIIIIIIIII
-Y4RPD-
850 850
840 840
830 -YY B etA 4A-11 12 Ni J 830
EL 800.12
c 820 B= IN GRADE 820
o -Y PD- STA.17--C®. -
EL. 794.20' 11
co
a 810 PI= 14f/8.00 PROPOSED
P1= /1+00.00 P1= 12f05.00 EL = 796.63' iiiiiiiiiiiiiiiiiiiii 1 810
-o EL = 794.72' =Ems= EL = 795.18' VC = /70' - - --- --- -
VC = /00' __ VC = /00' K = /52
DS >l 805MPH 8
� DS >80 MPH DS = 63 MPH
- 800 � �� ®_T 1 - - 800
v (+)7 178% - �- - - 4=0 1 I
'004'' % _c a x% -_
4 �. I\-_7+I0.140 (f)06/92/, �C6'92� i co" \ I - a_�aa�
790 \ I 790
c ‘ ,
/- -
S 780 P ° ,N / 780
cm e�
Y1........I
770 770
U
m.
inom SEE SHEET 9 FOR -Y4RPD- PLAN
W70
76 10+00 11+00 12+00 13+00 14+00 15+00 161+00 17+00 18+00 19+00 20+00 21+00 22+0011I 23+001II 24+0060

PROJECT REFERENCE NO. SHEET NO.
0
-Y15RPB- I-3819B 87
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
BEGIN GRADE
-Y15R11B- STA.10+00.00—
920 EL,898.12'
END ODE
Y'5 R'B- S-A.18+00.00=
EL.386.53
910 PI= 11+40.00 DOCUMENT NOT CONSIDERED FINAL
EL = 897.13' UNLESS ALL SIGNATURES COMPLETED
VC = /50' P1= 16+25.00
K = 50/ EL = 892.25'
900 DS > 80 MPH C= 132 0 K 900
o_.. 7.77111101 60 )1.�0`3 DS = 78 MPH
_ I I
890
890
PROPOCED --
880 OPADE — - 880
870 FXLsr;NG -_ __ 870
GROUND -_
860 860
850 850
SEE SHEET 14,15 FOR -Y15RPB- PLAN
840 840
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00
930
PAGE INTENTIONALLY LEFT BLANK
920
910
900
03
890
-a
m :::
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CO
N
03
CO
10
860
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850
Um
840
sQ
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W70
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PROJECT REFERENCE NO. SHEET NO.
cr
0
co
I-3819B 88
-Y15 RPC-
ROADWAY DESIGN HYDRAULICS
930 ENGINEER ENGINEER
LID
BEGIN GR4DE
-+Y15RPC- STA.7+93.30=
EL.9XC.51
920
P1= 10+00.00
EL = 899.55' P1= 11+75.00
VC = /07' EL = 898.22'
910 K = 357 VC = 128' P/= /5+60.00 P1= /7+00.00 DOCUMENT NOT CONSIDERED FINAL
DS = 78 MPH K = 729 - EL = 894.6/'
VC l20'
EL = 894.15' PI= 18+25.00 UNLESS ALL SIGNATURES COMPLETED
P GPO b - = EL = 892.00'
DS ) 80 MPH 6 d M VC /00'E I
` - K = 163 K = 86 VC = 130'
DS = 66 MPH DS = 50 MPH K = 289
900 =•4�F29 I G•76'27 nJE97i DS = 73 MPH P1= 20+90.00 900
o' J5 84°, I VC = /80'EL = 25'
u _ ; 10 526.4 K = 768
890 \` `10.9_'84K '-l0.<2622 1 2�lzz �Q;r r_.Y2169 DS 0 80 MPH 890
cXISI/KG - r l2.59-/°
a 5Lq_C,V=
880 880
870 870
860 860
850 850
SEE SHEET 14,15 FOR -Y15RPC- PLAN
840 840
7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00
IIIIIIIIIIIIIIIIIIIII
-Y15RPC-
920 920 20
DIV GRADE
910 - "5RPC- STA.23-99.24= 910
EL.880.16'
900 P1= 22+45.00 900
EL = 883.25'
S VC = /30'
GRADE 1 K = 232
890 DS = 68 MPH 890
m
L
00
°' r5/.
(-U.9 95
�S% - ( 2 4957),
880 \
880
-o P1= 20+90.00 2 1?5J% % ^
EL = 886.25' \
— VC = 180' P1= 23+60.00
7 870 — K = 768 —L7,S,;N G EL = 880.38' 870
co DS S 80 MPH 9G�iD VC = 78'
co K = 4/
a DS = 3/MPH
v
m
4 860 860
N
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N
10
7 850 850
Y
840 840
SEE SHEET 15 FOR -Y15RPC- PLAN
m.
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830
Nay
W70
21+00 22+00 23+00 24+00 25+00

o-
cr PROJECT REFERENCE NO. SHEET NO.
—3819B 89
to ROADWAY DESIGN HYDRAULICS
860 ENGINEER ENGINEER
-Y11-
850
PI= 22+05.00
EL = 822.33'
840 VC = 500 DOCUMENT NOT CONSIDERED FINAL
K = 270 DS = 70 MPH UNLESS ALL SIGNATURES COMPLETED
CULVERT HYDRAU'-l: DATA
830 BtN CRAKE 830
OEil0N-Z °tEI 1-1_,L - 45 CI-S I - STA.19 60.60 gam=
HilI DEi/GN CPEO CP✓.,Y — OC rr' 04 03' _
I
DE IGA -,W_ELEVATION = 79C.O3 Fr F,-;4.OU�
820 a " 9GE - 45 CFs 820
BA C P°HLICNCY - '08 y'rs ''HOPCSLR 0-
BASE HW ELEVATION = - c'
OVEKOPPINC DISCHARGE- 4 CFC
OVE:RTOPEtWG FREQUENT- >590 rPS
��810 810
, . y r .
,sue'
800 _- ---" 800
-
790 _------- 790
--- ---_-
SX,S;,NC
780 ,---- POUND 780
i \
i
SEE SHEET 20 FOR —Y11— PLAN
3&' RCP—II
770 770
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00 24+00
880 880
-Y11-
870 BAD OWE
= 27+50.00 —Y11— STA.S3+13.85= 870
EL = 844.13' EL 84C.LT
VC = 420'
K = 80
860 PI= 22+05.00 DS = 49 MPH 8b0
EL = 822.33'
VC = 500'
K = 250 PI= 31+75.00
DS = 70 MPH EL = 838.82'
850 VC = 260' 850
K = 119
nROSED +> �a ( 1'= DS = 55 MPH
• 840 A11 AD _�_ =---- Q ( ,C.31 3/ 840
---- - r-)7 '-�- 9 ��z
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830 �- 830
`v - \`EYiS7 NG
m SPOII ND
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CM MEN=
■■ ■ ■■■■■_ P,S• _■■■■■ ROADWAY DESIGN HYDRAULICS
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