HomeMy WebLinkAbout20201784 Ver 1_Bridge #99 Permit Drawings_20201221(Version 2.08; Released April 2018)17BP.7.R.111TIP No.:SF-670099County(ies):Orange Page 1 of 1TIP Number:Date:Phone:Phone:Email:Email:County(ies):CAMA County?NoDesign/Future:Year:2025Existing:Year:Aquatic T&E Species?NoComments:YesNoNoWetlands within Project Limits?Nutrient Sensitive Waters (NSW)NoneSupplemental Classification: Low Residential, WoodedNew Hope Creek16-41-1-(0.5)0.30.114 milesProject DescriptionProposed ProjectCape FearRiver Basin(s): City/Town:0.4Typical Cross Section Description: Surrounding Land Use: General Project Narrative:(Description of Minimization of Water Quality Impacts)Nogcail@ncdot.govRaleigh, NC 27560Address:12/4/2018OrangeGalen Cail, PE1590 Mail Services UnitWBS Element:Bridge ReplacementWBS Element:Kyle StofferNCDOT Contact:(919) 707-6711555 Fayetteville Street, Suite 900Raleigh, NC 27601Contractor / Designer:(919) 900-1632HDR Engineering, Inc. of the CarolinasNorth Carolina Department of TransportationHighway Stormwater Program STORMWATER MANAGEMENT PLAN FOR NCDOT PROJECTSProject Type:NCDOT Hydraulics UnitAddress:General Project InformationSF-67009917BP.7.R.111Impairments:Other Stream Classification: Primary Classification: Project Built-Upon Area (ac.)The North Carolina Department of Transportation (NCDOT) has proposed to replace Orange County Bridge #99 on New Hope Church Road (SR 1732) over New Hope Creek. The existing structure is a three span bridge (3@35’) and is a reinforced concrete deck on I-Beams. The end bents are reinforced concrete caps on timber piles and the interior bents are reinforced concrete posts and beams. The proposed structure is a single span (1@105'), 39" precast concrete box beam with 4' deep caps. This structure has been designed to have as little environmental and surface water impacts as possible. 2:1 roadway fill slope will be used to minimize impacts. To avoid direct discharge of bridge storm water into the receiving water, deck drains are not required for the proposed bridge. Storm water impacts to the stream have been minimized by utilizing grated inlets and pipes to collect bridge storm water and use rip rap outlet protection at 15+09 RT to dissipate energy to provide a diffuse flow (non-erosive sheet flow) in a wooded area. This diffused flow will run for a distance of 20’+/- before entering the buffer. In the southwest quadrant an existing roadside ditch outlets at 13+10 RT. The ditch outlets and becomes non-erosive sheet flow 200’+/- before entering the buffer. In the northwest quadrant an existing roadside ditch will transition into a Special Lateral ‘V’ Ditch with Class B Rip Rap and outlets at 13+75 LT and becomes non-erosive sheet flow 160’+/- before entering the buffer. In the northeast quadrant an existing roadside ditch will transition into a Special Lateral ‘V’ Ditch with Class B Rip Rap and outlets at 17+00 LT and becomes non-erosive sheet flow 13’+/- before entering the buffer. In the southeast quadrant an existing roadside ditch will transition into a Special Lateral ‘V’ Ditch with Class B Rip Rap and outlets at 16+94 RT and becomes non-erosive sheet flow 45’+/- before entering the buffer. Due to the nature of low impact bridge replacement, the increases in stormwater discharges (post vs pre condition) are insignificant and the existing ditches do not need to be modified. Therefore, additional stormwater measures are not required. A temporary causeway will be utilized over New Hope Creek to remove one interior bent.Jordan LakeBuffer Rules in Effect:None2800New Hope Church Road (SR 1723): 2 paved lanes (total 22' wide), 6' shoulder on each side (9' with guardrail).Waterbody Information2007NCDWR Stream Index No.:NRTR Stream ID:Annual Avg Daily Traffic (veh/hr/day):Existing SiteProject Length (lin. miles or feet): ac.Surface Water Body (1): Water Supply V (WS-V) NCDWR Surface Water Classification for Water Bodyac.New Hope Church Road (SR 1723): 2 paved lanes (total 22' wide), 6' shoulder on each side (9' with guardrail).5600kyle.stoffer@hdrinc.comProject Includes Bridge Spanning Water Body? Deck Drains Discharge Over Buffer? Dissipator Pads Provided in Buffer?NoDeck 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 General Project Narrative)(If yes, provide justification in the General Project Narrative)
SITE 1
1898
2217
1203
1129
1130
1129
1009
1113
1723
1130
1009
1223
1878
1789
1790
2216
2270
2271
1262
Southern86 A L Stanback
Middle Sch.
New Hope
Elementary Sch.
40
40
40
86
DUKE
FOREST
1723
-L- POC Sta. 13+00.00
BEGIN PROJECT 17BP.7.R.111
-L- POC Sta. 19+00.00
END PROJECT 17BP.7.R.111
I-40
TOOLD NC 86 TO-L-NEW HOPE CREEK NAD 83/ NA 2011
LIMITS
PROJECT
17BP.7.R.111
-L- Sta. 15+30.50
BEGIN APPROACH SLAB
-L- Sta. 15+41.34
BEGIN BRIDGE
-L- Sta. 16+48.67
END BRIDGE
-L- Sta. 16+59.50
END APPROACH SLAB
(NEW HOPE CHURCH ROAD)
SR 1723
VERTICAL SSD
*DESIGN EXCEPTION:
SAG VERTICAL CURVE K
STATE STATE PROJECT REFERENCE NO.
F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
DESIGN DATA PROJECT LENGTH
LETTING DATE:
STATE PROJECT NO.
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
1
VICINITY MAP
(NOT TO SCALE)
NCDOT CONTACT:$$$$USERNAME$$$$DIVISION 7
OFF-SITE DETOUR
DEPART
ME
NT
OF TRANSPORTATIONSTATE OF NORT
H CAR
O
L
I
NATYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE
SIGNATURE:
P.E.
SIGNATURE:
P.E.CONTRACT: TIM JORDAN, PE
PROJECT ENGINEER
HYDRAULICS ENGINEER
PROGRAM MANAGER
DIVISION BRIDGE
TIM POWERS, PE
HYDRAULICS ENGINEER
ROADWAY DESIGN ENGINEER PLANS PREPARED BY:TIP PROJECT: 17BP.7.R.11117BP.7.R.111
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DAVID FUH, PE
LICENSE NO. F-0669
www.mottmac.com/americas
(919) 552-2254 (Fax)
(919) 552-2253
Fuquay-Varina, NC 27526
PO Box 700
LOCAL
SUB REGIONAL TIER
ORANGE COUNTY
LOCATION: BRIDGE NO. 99 OVER NEW HOPE CREEK ON SR 1723 (NEW HOPE CHURCH ROAD)
V = 55 MPH
ADT 2025 = 5600
ADT 2007 = 2800
TOTAL LENGTH TIP PROJECT = 0.114 MILES
LENGTH STRUCTURE TIP PROJECT = 0.020 MILES
LENGTH ROADWAY TIP PROJECT = 0.094 MILES
2018 STANDARD SPECIFICATIONS
N.C.B.E.L.S. License Number: F-0116
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
HDR Engineering, Inc. of the Carolinas
Prepared in the Office of Mott MacDonald for
WETLAND AND SURFACE WATER IMPACTS PERMIT
ENGLISH
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_tsh.dgnHDR ENGINEERING, INC.12/5/2018SHEET 1 OF 7
PERMIT DRAWING
T
WOODS
WOODS
WOODS
WOODS
BST
GUY
GUY
GUY
GUY
GUY
GR15" RCP
BST
SOILWOODSSOIL19' BSTTO OLD NC 86
TO I-40
JACQULYN A. PODGER
GENE LONSWAY
CAROLYN M. SOUTHERLAND
STEPHEN & AMANDA MANESS
RICHARD C. PHILLIPS
SARA JO PHILLIPS
NOAH C. BARGER
IVY R. BARGER
JOHN MICHAEL WALKER
MARY DELVIN
BL-3
6700992
50' PRIVATE R/WROSA LANEEXISTING R/W
EXISTING R/W
RAP
RIP
RAP
RIP
EX
I
STIN
G R/
WEX
I
STIN
G R/
W
SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP
15"$$$$USERNAME$$$$LT & RT
BEGIN SBG +00 15"RCP-IV 15" TB 2GI
TB 2GI
15"
( Not to Scale)
SPECIAL LATERAL 'V' DITCH
D
d 2:1FROM STA. 18+07 TO STA. 18+80 RT
FROM STA. 16+94 TO STA. 17+87 RT
FROM STA. 17+00 TO STA. 18+80 LT
FROM STA. 13+00 TO STA. 13+75 LT
DETAIL A
Max. d= 1 Ft.
Min. D= 1 Ft.
Type of Liner= CLASS B Rip-Rap
Slope
Fill
Flatter2:1 or
Ground
Natural
Geotextile
EST. 5 SY GEOTEXTILE
EST. 1 TON
CLASS B RIP RAP
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
CONCRETE BENTS
REMOVE EXISTING
EXCAVATION LIMIT
EXCAVATION LIMIT
RETA
IN
REMOVE
REMOVE
+25+55+64+35SEE DETAIL B
SLOPE 1.5:1 (TYP.)
W/ CLASS II RIP RAP
BANK STABILIZATION
PROPOSED TOP OF BANK
NWS
Type of Liner= CLASS II RIP RAP
GEOTEXTILE
T
EXCAVATION
(BANK RE-ESTABLISHMENT)
BANK STABILIZATION
DETAIL B
( Not to Scale)
T=Varies 2'-6'
RIP RAP FILL
CLASS II
EST. 125 SY GEOTEXTILE
EST. 100 TONS CL II RIP RAP
-L- STA. 16+19
EST. 95 SY GEOTEXTILE
EST. 80 TONS CL II RIP RAP
-L- STA. 15+75
CONCRETE APRONS
REMOVE EXISTING
-L- POT Sta. 21+90.00
-L- PT Sta. 13+50.00
-L- PC Sta. 10+00.00
-L- POC Sta. 13+00.00
BEGIN PROJECT 17BP.7.R.111
-L- POT Sta. 19+00.00
END PROJECT 17BP.7.R.11115+0020+002
1
4
3
5
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
GOOD COND.
15" RCP
POOR COND.
18" CMP
100% SILTED
POOR COND.
15" RCP
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
STABLE COND.
DITCH OUTFALL
RIP RAP AT
S
S
S
S
S
S
S
S
S
S
S
S
TS
TS
TS TS
TS
TEMPORARY CAUSEWAY
VERTICAL SSD
SAG VERTICAL CURVE K
*DESIGN EXCEPTION:
-L-
(STRUCTURE PAY ITEM)
EXCAVATION = 160 CY
PI = 14+40.00
EL = 493.26'
VC = 180'
K = 35
PI = 17+60.00
EL = 495.15'
VC = 180'
K = 29
BEGIN GRADE
STA. 13+00.00
BEGIN PROJECT
STA. 13+50.00
EL = 497.40'
END GRADE
STA. 18+50.00
EL = 501.23'
STA. 19+00.00
END PROJECT
(-)4
.6
0
0
0%
(+)0.5906%
(+)6.7556%
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
BASE DISCHARGE
BASE FREQUENCY
BASE HW ELEVATION
OVERTOPPING DISCHARGE
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
DATE OF SURVEY
W.S. ELEVATION
AT DATE OF SURVEY
= 3300
= 100
= 500+
= 2300
FT
FT
CFS
YRS
FT
CFS
FT
YRS
CFS
YRS
= 25
= 11800
= 493.7
= 11/9/2017
= 474.5
= 485.0
= 486.4
(+)8.9032%
(+)8.9041%
(+)9.5944%
(-
)6.8600%
(-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL
GP ELEV. = 494.18'
W/4' DEEP CAPS
1 SPAN: 1@105', SKEW 105
39" BOX BEAM
BRIDGE C STA. 15+95.0 -L-
BRIDGE
EXISTING
REMOVE
(SLOPE 1.5:1)
W/CLASS II RIP RAP
BANK STABILIZATION
DATE:11-09-2017
ELEV.=474.5'
NORMAL WS
(STRUCTURE PAY ITEM)
(NORMAL TO CAP) (TYP.)
SLOPE 1.5:1 (2 FT. THICK)
CLASS II RIP RAP
(TYP.)
3.5' KEY DEPTH
ELEV=479.5'
EXCAVATE TO
EXIST
TO
MILL
EXIST
TO
MILL
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
PROJECT REFERENCE
Office of:
Prepared in the
0 10'025'25'50'5'5'
VERTICAL SCALE HORIZONTAL SCALE
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com/americas
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TS
TEMPORARY CAUSEWAY
TS TS
LEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SITE 1
ENGLISHSHEET 2 OF 7
PERMIT DRAWING
NEXT SHEET
AREA ON
SEE ENLARGED
SITE 1
PLAN VIEW
0
10050
100
SCALE: 1"= 100' HORIZ.
IMPACTS IN SURFACE WATER
DENOTES PERMANENTSS
LEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY TS TS
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04.dgnHDR ENGINEERING, INC.12/5/2018(NON-EROSIVE)
V10= 0.74 fps
Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
F
F
F F
F
C
C
C
C
F
C
F
C
F
C
475475475475475475480480480480480480
480 480480480480480480485 485485485485485485485485485485
485
485
490490490 490490490490 490490 490490490 490495495495495
4954954954954
9
5
495495 495495495
500500500 500500500
5
0
0
500
500
500 500500 500505505505505505
505505
5055055055055
0
5
510510 510510510510510510
510
510
510 510515515515 515520520
520520525525525525530530535T
WOODS
WOODS
WOODS
WOODS
BST
GUY
GUY
GUY
GUY
GUY
GR15" RCP
BST
SOILWOODSSOIL19' BSTTO OLD NC 86
TO I-40
JACQULYN A. PODGER
GENE LONSWAY
CAROLYN M. SOUTHERLAND
STEPHEN & AMANDA MANESS
RICHARD C. PHILLIPS
SARA JO PHILLIPS
NOAH C. BARGER
IVY R. BARGER
JOHN MICHAEL WALKER
MARY DELVIN
BL-3
6700992
50' PRIVATE R/WROSA LANEEXISTING R/W
EXISTING R/W
RAP
RIP
RAP
RIP
EX
I
STIN
G R/
WEX
I
STIN
G R/
W
SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP
15"$$$$USERNAME$$$$LT & RT
BEGIN SBG +00 15"RCP-IV 15" TB 2GI
TB 2GI
15"
( Not to Scale)
SPECIAL LATERAL 'V' DITCH
D
d 2:1FROM STA. 18+07 TO STA. 18+80 RT
FROM STA. 16+94 TO STA. 17+87 RT
FROM STA. 17+00 TO STA. 18+80 LT
FROM STA. 13+00 TO STA. 13+75 LT
DETAIL A
Max. d= 1 Ft.
Min. D= 1 Ft.
Type of Liner= CLASS B Rip-Rap
Slope
Fill
Flatter2:1 or
Ground
Natural
Geotextile
EST. 5 SY GEOTEXTILE
EST. 1 TON
CLASS B RIP RAP
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
CONCRETE BENTS
REMOVE EXISTING
EXCAVATION LIMIT
EXCAVATION LIMIT
RETA
IN
REMOVE
REMOVE
+25+55+64+35SEE DETAIL B
SLOPE 1.5:1 (TYP.)
W/ CLASS II RIP RAP
BANK STABILIZATION
PROPOSED TOP OF BANK
NWS
Type of Liner= CLASS II RIP RAP
GEOTEXTILE
T
EXCAVATION
(BANK RE-ESTABLISHMENT)
BANK STABILIZATION
DETAIL B
( Not to Scale)
T=Varies 2'-6'
RIP RAP FILL
CLASS II
EST. 125 SY GEOTEXTILE
EST. 100 TONS CL II RIP RAP
-L- STA. 16+19
EST. 95 SY GEOTEXTILE
EST. 80 TONS CL II RIP RAP
-L- STA. 15+75
CONCRETE APRONS
REMOVE EXISTING
-L- POT Sta. 21+90.00
-L- PT Sta. 13+50.00
-L- PC Sta. 10+00.00
-L- POC Sta. 13+00.00
BEGIN PROJECT 17BP.7.R.111
-L- POT Sta. 19+00.00
END PROJECT 17BP.7.R.11115+0020+002
1
4
3
5
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
GOOD COND.
15" RCP
POOR COND.
18" CMP
100% SILTED
POOR COND.
15" RCP
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
STABLE COND.
DITCH OUTFALL
RIP RAP AT
S
S
S
S
S
S
S
S
S
S
S
S
TS
TS
TS TS
TS
TEMPORARY CAUSEWAY
VERTICAL SSD
SAG VERTICAL CURVE K
*DESIGN EXCEPTION:
-L-
(STRUCTURE PAY ITEM)
EXCAVATION = 160 CY
PI = 14+40.00
EL = 493.26'
VC = 180'
K = 35
PI = 17+60.00
EL = 495.15'
VC = 180'
K = 29
BEGIN GRADE
STA. 13+00.00
BEGIN PROJECT
STA. 13+50.00
EL = 497.40'
END GRADE
STA. 18+50.00
EL = 501.23'
STA. 19+00.00
END PROJECT
(-)4
.6
0
0
0%
(+)0.5906%
(+)6.7556%
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
BASE DISCHARGE
BASE FREQUENCY
BASE HW ELEVATION
OVERTOPPING DISCHARGE
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
DATE OF SURVEY
W.S. ELEVATION
AT DATE OF SURVEY
= 3300
= 100
= 500+
= 2300
FT
FT
CFS
YRS
FT
CFS
FT
YRS
CFS
YRS
= 25
= 11800
= 493.7
= 11/9/2017
= 474.5
= 485.0
= 486.4
(+)8.9032%
(+)8.9041%
(+)9.5944%
(-
)6.8600%
(-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL
GP ELEV. = 494.18'
W/4' DEEP CAPS
1 SPAN: 1@105', SKEW 105
39" BOX BEAM
BRIDGE C STA. 15+95.0 -L-
BRIDGE
EXISTING
REMOVE
(SLOPE 1.5:1)
W/CLASS II RIP RAP
BANK STABILIZATION
DATE:11-09-2017
ELEV.=474.5'
NORMAL WS
(STRUCTURE PAY ITEM)
(NORMAL TO CAP) (TYP.)
SLOPE 1.5:1 (2 FT. THICK)
CLASS II RIP RAP
(TYP.)
3.5' KEY DEPTH
ELEV=479.5'
EXCAVATE TO
EXIST
TO
MILL
EXIST
TO
MILL
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
PROJECT REFERENCE
Office of:
Prepared in the
0 10'025'25'50'5'5'
VERTICAL SCALE HORIZONTAL SCALE
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com/americas
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
TS
TEMPORARY CAUSEWAY
TS TS
LEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SITE 1
ENGLISHSHEET 2 OF 7
PERMIT DRAWING
NEXT SHEET
AREA ON
SEE ENLARGED
SITE 1
PLAN VIEW
0
10050
100
SCALE: 1"= 100' HORIZ.
IMPACTS IN SURFACE WATER
DENOTES PERMANENTSS
LEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY TS TS
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04_con.dgnHDR ENGINEERING, INC.12/5/2018(NON-EROSIVE)
V10= 0.74 fps
Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
SHEET 3 OF 7
PERMIT DRAWING
F
F
F F
F
C
C
C
C
F
C
F
C
F
C
WOODS
WOODS
WOODS
RAP
RIP
RAP
RIP
15"RCP-IV 15" TB 2GI
TB 2GI
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
PROJECT REFERENCE
Office of:
Prepared in the
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
S
S
S
S
S
S
S
S
S
S
S
S
TS
TS
TS TS
TS
TEMPORARY CAUSEWAY
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04a.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH
15+00-L-
N A D 83/ N A 2011
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
SITE 1
DETAIL SHEET FOR
0
4020
40
SCALE: 1"= 40' HORIZ.
SHEET 4 OF 7
PERMIT DRAWING
V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
LEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY TS TS
IMPACTS IN SURFACE WATER
DENOTES PERMANENTSS
(NON-EROSIVE)
V10= 0.7 fps
Q10= 0.6 cfs
F
F F
F
C
F
C
F
475475475480480480 480480480480485 485485485
485
490490 490490 495WOODS
WOODS
WOODS
RAP
RIP
RAP
RIP
SHEET 5 OF 7
PERMIT DRAWING
15"RCP-IV 15" TB 2GI
TB 2GI
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
PROJECT REFERENCE
Office of:
Prepared in the
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
S
S
S
S
S
S
S
S
S
S
S
S
TS
TS
TS TS
TS
TEMPORARY CAUSEWAY
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_wet_psh04a_con.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH
15+00-L-
N A D 83/ N A 2011
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
SITE 1
DETAIL SHEET FOR
0
4020
40
SCALE: 1"= 40' HORIZ.
SHEET 4 OF 7
PERMIT DRAWING
V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
LEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY TS TS
IMPACTS IN SURFACE WATER
DENOTES PERMANENTSS
(NON-EROSIVE)
V10= 0.7 fps
Q10= 0.6 cfs
F
F F
F
C
F
C
F
CLASS "II" RIP RAP
1'
CLASS "I" RIP RAP
2'J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_causeway_detail.dgnHDR ENGINEERING, INC.12/4/20181
(TYP)
1.5
STREAMBED
ENGLISH
WETLAND AND SURFACE WATER IMPACTS PERMIT
DETAIL OF CAUSEWAY
TOP EL = 476.5
OHW = 475.5
~22'
-L- STA. 15+78 TO STA. 15+86
N. C. DEPT. OF TRANSPORTATION
DIVISION OF HIGHWAYS
ORANGE COUNTY
PROJECT: 17BP.7.R.111
SHEET 6 OF 7
(NEW HOPE CHRUCH ROAD)
HOPE CREEK ON SR 1723
BRIDGE NO. 99 OVER NEW
BELOW OHW: 16 CY
VOLUME OF CLASS "II" RIP RAP
GEOTEXTILE
HandExisting 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 StreamNo. (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 -L- 15+75 to 16+30SINGLE SPAN 39" BOX BEAM 0.04 < 0.01 87 10 1 -L- 15+76 to 15+84 TEMP. CAUSEWAY < 0.01 TOTALS*: 0.04 < 0.01 87 10*Rounded totals are sum of actual impactsNOTES:Revised September 2014 SHEET 7OF 7 WETLAND PERMIT IMPACT SUMMARYWETLAND IMPACTSSURFACE WATER IMPACTSORANGE COUNTYBRIDGE #9917BP.7.R.111NC DEPARTMENT OF TRANSPORTATIONDIVISION OF HIGHWAYSDEC 4, 2018
SITE 1
1898
2217
1203
1129
1130
1129
1009
1113
1723
1130
1009
1223
1878
1789
1790
2216
2270
2271
1262
Southern86 A L Stanback
Middle Sch.
New Hope
Elementary Sch.
40
40
40
86
DUKE
FOREST
1723
-L- POC Sta. 13+00.00
BEGIN PROJECT 17BP.7.R.111
-L- POC Sta. 19+00.00
END PROJECT 17BP.7.R.111
I-40
TOOLD NC 86 TO-L-NEW HOPE CREEK NAD 83/ NA 2011
LIMITS
PROJECT
17BP.7.R.111
-L- Sta. 15+30.50
BEGIN APPROACH SLAB
-L- Sta. 15+41.34
BEGIN BRIDGE
-L- Sta. 16+48.67
END BRIDGE
-L- Sta. 16+59.50
END APPROACH SLAB
(NEW HOPE CHURCH ROAD)
SR 1723
VERTICAL SSD
*DESIGN EXCEPTION:
SAG VERTICAL CURVE K
STATE STATE PROJECT REFERENCE NO.
F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
DESIGN DATA PROJECT LENGTH
LETTING DATE:
STATE PROJECT NO.
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
1
VICINITY MAP
(NOT TO SCALE)
NCDOT CONTACT:$$$$USERNAME$$$$DIVISION 7
OFF-SITE DETOUR
DEPART
ME
NT
OF TRANSPORTATIONSTATE OF NORT
H CAR
O
L
I
NATYPE OF WORK: GRADING, PAVING, DRAINAGE AND STRUCTURE
SIGNATURE:
P.E.
SIGNATURE:
P.E.CONTRACT: TIM JORDAN, PE
PROJECT ENGINEER
HYDRAULICS ENGINEER
PROGRAM MANAGER
DIVISION BRIDGE
TIM POWERS, PE
HYDRAULICS ENGINEER
ROADWAY DESIGN ENGINEER PLANS PREPARED BY:TIP PROJECT: 17BP.7.R.11117BP.7.R.111
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
DAVID FUH, PE
LICENSE NO. F-0669
www.mottmac.com/americas
(919) 552-2254 (Fax)
(919) 552-2253
Fuquay-Varina, NC 27526
PO Box 700
LOCAL
SUB REGIONAL TIER
ORANGE COUNTY
LOCATION: BRIDGE NO. 99 OVER NEW HOPE CREEK ON SR 1723 (NEW HOPE CHURCH ROAD)
V = 55 MPH
ADT 2025 = 5600
ADT 2007 = 2800
TOTAL LENGTH TIP PROJECT = 0.114 MILES
LENGTH STRUCTURE TIP PROJECT = 0.020 MILES
LENGTH ROADWAY TIP PROJECT = 0.094 MILES
2018 STANDARD SPECIFICATIONS
N.C.B.E.L.S. License Number: F-0116
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
HDR Engineering, Inc. of the Carolinas
Prepared in the Office of Mott MacDonald for
ENGLISH
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_tsh.dgnHDR ENGINEERING, INC.12/5/2018SHEET 1 OF 6
BUFFER DRAWING
BUFFER IMPACTS PERMIT
T
WOODS
WOODS
WOODS
WOODS
BST
GUY
GUY
GUY
GUY
GUY
GR15" RCP
BST
SOILWOODSSOIL19' BSTTO OLD NC 86
TO I-40
JACQULYN A. PODGER
GENE LONSWAY
CAROLYN M. SOUTHERLAND
STEPHEN & AMANDA MANESS
RICHARD C. PHILLIPS
SARA JO PHILLIPS
NOAH C. BARGER
IVY R. BARGER
JOHN MICHAEL WALKER
MARY DELVIN
50' PRIVATE R/WROSA LANEEXISTING R/W
EXISTING R/W
RAP
RIP
RAP
RIP
EX
I
STIN
G R/
WEX
I
STIN
G R/
W
SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP
15"
LT & RT
BEGIN SBG +00 15"RCP-IV 15" TB 2GI
TB 2GI
15"
( Not to Scale)
SPECIAL LATERAL 'V' DITCH
D
d 2:1FROM STA. 18+07 TO STA. 18+80 RT
FROM STA. 16+94 TO STA. 17+87 RT
FROM STA. 17+00 TO STA. 18+80 LT
FROM STA. 13+00 TO STA. 13+75 LT
DETAIL A
Max. d= 1 Ft.
Min. D= 1 Ft.
Type of Liner= CLASS B Rip-Rap
Slope
Fill
Flatter2:1 or
Ground
Natural
Geotextile
EST. 5 SY GEOTEXTILE
EST. 1 TON
CLASS B RIP RAP
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
CONCRETE BENTS
REMOVE EXISTING
EXCAVATION LIMIT
EXCAVATION LIMIT
RETA
IN
REMOVE
REMOVE
+25+55+64+35SEE DETAIL B
SLOPE 1.5:1 (TYP.)
W/ CLASS II RIP RAP
BANK STABILIZATION
PROPOSED TOP OF BANK
NWS
Type of Liner= CLASS II RIP RAP
GEOTEXTILE
T
EXCAVATION
(BANK RE-ESTABLISHMENT)
BANK STABILIZATION
DETAIL B
( Not to Scale)
T=Varies 2'-6'
RIP RAP FILL
CLASS II
EST. 125 SY GEOTEXTILE
EST. 100 TONS CL II RIP RAP
-L- STA. 16+19
EST. 95 SY GEOTEXTILE
EST. 80 TONS CL II RIP RAP
-L- STA. 15+75
CONCRETE APRONS
REMOVE EXISTING15+0020+002
1
4
3
5
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
GOOD COND.
15" RCP
POOR COND.
18" CMP
100% SILTED
POOR COND.
15" RCP
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
STABLE COND.
DITCH OUTFALL
RIP RAP AT
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
$$$$USERNAME$$$$PROJECT REFERENCE
Office of:
Prepared in the
0 10'025'25'50'5'5'
VERTICAL SCALE HORIZONTAL SCALE
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com/americas
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
4
VERTICAL SSD
SAG VERTICAL CURVE K
*DESIGN EXCEPTION:
-L-
(STRUCTURE PAY ITEM)
EXCAVATION = 160 CY
460
470
480
490
500
510
520
530
PI = 14+40.00
EL = 493.26'
VC = 180'
K = 35
PI = 17+60.00
EL = 495.15'
VC = 180'
K = 29
460
470
480
490
500
510
520
530
BEGIN GRADE
STA. 13+00.00
BEGIN PROJECT
STA. 13+50.00
EL = 497.40'
END GRADE
STA. 18+50.00
EL = 501.23'
STA. 19+00.00
END PROJECT
(-)4
.6
0
0
0%
(+)0.5906%
(+)6.7556%
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
BASE DISCHARGE
BASE FREQUENCY
BASE HW ELEVATION
OVERTOPPING DISCHARGE
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
DATE OF SURVEY
W.S. ELEVATION
AT DATE OF SURVEY
= 3300
= 100
= 500+
= 2300
FT
FT
CFS
YRS
FT
CFS
FT
YRS
CFS
YRS
= 25
= 11800
= 493.7
= 11/9/2017
= 474.5
= 485.0
= 486.4
(+)8.9032%
(+)8.9041%
(+)9.5944%
(-
)6.8600%
(-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL
GP ELEV. = 494.18'
W/4' DEEP CAPS
1 SPAN: 1@105', SKEW 105
39" BOX BEAM
BRIDGE C STA. 15+95.0 -L-
BRIDGE
EXISTING
REMOVE
(SLOPE 1.5:1)
W/CLASS II RIP RAP
BANK STABILIZATION
DATE:11-09-2017
ELEV.=474.5'
NORMAL WS
(STRUCTURE PAY ITEM)
(NORMAL TO CAP) (TYP.)
SLOPE 1.5:1 (2 FT. THICK)
CLASS II RIP RAP
(TYP.)
3.5' KEY DEPTH
ELEV=479.5'
EXCAVATE TO
EXIST
TO
MILL
EXIST
TO
MILL
ENGLISHSHEET 2 OF 6
BUFFER DRAWING
NEXT SHEET
AREA ON
SEE ENLARGED
SITE 1
PLAN VIEW
0
10050
100
SCALE: 1"= 100' HORIZ.J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04.dgnHDR ENGINEERING, INC.12/5/2018 LEGEND
ZONE 1 (30')
RIPARIAN BUFFER
ZONE 2 (20')
RIPARIAN BUFFER
(NON-EROSIVE)
V10= 0.74 fps
Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
SITE 1
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2
F
F
F F
F
C
C
C
C
F
C
F
C
F
C
475475475475475475480480480480480480
480 480480480480480480485 485485485485485485485485485485
485
485
490490490 490490490490 490490 490490490 490495495495495
4954954954954
9
5
495495 495495495
500500500 500500500
5
0
0
500
500
500 500500 500505505505505505
505505
5055055055055
0
5
510510 510510510510510510
510
510
510 510515515515 515520
520520525525525525530530T
WOODS
WOODS
WOODS
WOODS
BST
GUY
GUY
GUY
GUY
GUY
GR15" RCP
BST
SOILWOODSSOIL19' BSTTO OLD NC 86
TO I-40
JACQULYN A. PODGER
GENE LONSWAY
CAROLYN M. SOUTHERLAND
STEPHEN & AMANDA MANESS
RICHARD C. PHILLIPS
SARA JO PHILLIPS
NOAH C. BARGER
IVY R. BARGER
JOHN MICHAEL WALKER
MARY DELVIN
BL-3
6700992
50' PRIVATE R/WROSA LANEEXISTING R/W
EXISTING R/W
RAP
RIP
RAP
RIP
EX
I
STIN
G R/
WEX
I
STIN
G R/
W
SR 1723 NEW HOPE CHURCH RD.NEW HOPE CREEKRCP
15"
SHEET 3 OF 6
BUFFER DRAWING
LT & RT
BEGIN SBG +00 15"RCP-IV 15" TB 2GI
TB 2GI
15"
( Not to Scale)
SPECIAL LATERAL 'V' DITCH
D
d 2:1FROM STA. 18+07 TO STA. 18+80 RT
FROM STA. 16+94 TO STA. 17+87 RT
FROM STA. 17+00 TO STA. 18+80 LT
FROM STA. 13+00 TO STA. 13+75 LT
DETAIL A
Max. d= 1 Ft.
Min. D= 1 Ft.
Type of Liner= CLASS B Rip-Rap
Slope
Fill
Flatter2:1 or
Ground
Natural
Geotextile
EST. 5 SY GEOTEXTILE
EST. 1 TON
CLASS B RIP RAP
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
SEE DETAIL A
W/ CLASS B RIP RAP
SPECIAL LATERAL V DITCH
CONCRETE BENTS
REMOVE EXISTING
EXCAVATION LIMIT
EXCAVATION LIMIT
RETA
IN
REMOVE
REMOVE
+25+55+64+35SEE DETAIL B
SLOPE 1.5:1 (TYP.)
W/ CLASS II RIP RAP
BANK STABILIZATION
PROPOSED TOP OF BANK
NWS
Type of Liner= CLASS II RIP RAP
GEOTEXTILE
T
EXCAVATION
(BANK RE-ESTABLISHMENT)
BANK STABILIZATION
DETAIL B
( Not to Scale)
T=Varies 2'-6'
RIP RAP FILL
CLASS II
EST. 125 SY GEOTEXTILE
EST. 100 TONS CL II RIP RAP
-L- STA. 16+19
EST. 95 SY GEOTEXTILE
EST. 80 TONS CL II RIP RAP
-L- STA. 15+75
CONCRETE APRONS
REMOVE EXISTING15+0020+002
1
4
3
5
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
EXISTING DITCH
GOOD COND.
15" RCP
POOR COND.
18" CMP
100% SILTED
POOR COND.
15" RCP
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
BEGIN DIFFUSE FLOW
DITCH OUTFALL STABLE
STABLE COND.
DITCH OUTFALL
RIP RAP AT
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
$$$$USERNAME$$$$PROJECT REFERENCE
Office of:
Prepared in the
0 10'025'25'50'5'5'
VERTICAL SCALE HORIZONTAL SCALE
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com/americas
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
4
VERTICAL SSD
SAG VERTICAL CURVE K
*DESIGN EXCEPTION:
-L-
(STRUCTURE PAY ITEM)
EXCAVATION = 160 CY
460
470
480
490
500
510
520
530
PI = 14+40.00
EL = 493.26'
VC = 180'
K = 35
PI = 17+60.00
EL = 495.15'
VC = 180'
K = 29
460
470
480
490
500
510
520
530
BEGIN GRADE
STA. 13+00.00
BEGIN PROJECT
STA. 13+50.00
EL = 497.40'
END GRADE
STA. 18+50.00
EL = 501.23'
STA. 19+00.00
END PROJECT
(-)4
.6
0
0
0%
(+)0.5906%
(+)6.7556%
BRIDGE HYDRAULIC DATA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
BASE DISCHARGE
BASE FREQUENCY
BASE HW ELEVATION
OVERTOPPING DISCHARGE
OVERTOPPING FREQUENCY
OVERTOPPING ELEVATION
DATE OF SURVEY
W.S. ELEVATION
AT DATE OF SURVEY
= 3300
= 100
= 500+
= 2300
FT
FT
CFS
YRS
FT
CFS
FT
YRS
CFS
YRS
= 25
= 11800
= 493.7
= 11/9/2017
= 474.5
= 485.0
= 486.4
(+)8.9032%
(+)8.9041%
(+)9.5944%
(-
)6.8600%
(-)2.2400%ELEV. = 493.47'-L- STA. 17+87END SP DITCH RTELEV. = 485.19'-L- STA. 16+94BEGIN SP DITCH RTELEV. = 501.00'-L- STA. 18+80END SP DITCH RTELEV. = 494.50'-L- STA. 18+07BEGIN SP DITCH RTELEV. = 497.99'-L- STA. 13+00BEGIN SP DITCH LTELEV. = 494.56'-L- STA. 13+50PI SP DITCH LTELEV. = 494.00'-L- STA. 13+75END SP DITCH LTELEV. = 484.73'-L- STA. 17+00BEGIN SP DITCH LTELEV. = 502.00'-L- STA. 18+80END SP DITCH LTL
GP ELEV. = 494.18'
W/4' DEEP CAPS
1 SPAN: 1@105', SKEW 105
39" BOX BEAM
BRIDGE C STA. 15+95.0 -L-
BRIDGE
EXISTING
REMOVE
(SLOPE 1.5:1)
W/CLASS II RIP RAP
BANK STABILIZATION
DATE:11-09-2017
ELEV.=474.5'
NORMAL WS
(STRUCTURE PAY ITEM)
(NORMAL TO CAP) (TYP.)
SLOPE 1.5:1 (2 FT. THICK)
CLASS II RIP RAP
(TYP.)
3.5' KEY DEPTH
ELEV=479.5'
EXCAVATE TO
EXIST
TO
MILL
EXIST
TO
MILL
ENGLISHSHEET 2 OF 6
BUFFER DRAWING
NEXT SHEET
AREA ON
SEE ENLARGED
SITE 1
PLAN VIEW
0
10050
100
SCALE: 1"= 100' HORIZ.J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04_con.dgnHDR ENGINEERING, INC.12/5/2018 LEGEND
ZONE 1 (30')
RIPARIAN BUFFER
ZONE 2 (20')
RIPARIAN BUFFER
(NON-EROSIVE)
V10= 0.74 fps
Q10= 0.6 cfs V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
SITE 1
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2
F
F
F F
F
C
C
C
C
F
C
F
C
F
C
WOODS
WOODS
WOODS
RAP
RIP
RAP
RIP
15"RCP-IV 15" TB 2GI
TB 2GI
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
PROJECT REFERENCE
Office of:
Prepared in the
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04a.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH
15+00-L-
N A D 83/ N A 2011
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
SITE 1
DETAIL SHEET FOR
0
4020
40
SCALE: 1"= 40' HORIZ.
SHEET 4 OF 6
BUFFER DRAWING
LEGEND
ZONE 1 (30')
RIPARIAN BUFFER
ZONE 2 (20')
RIPARIAN BUFFER
(NON-EROSIVE)
V10= 0.74 fps
Q10= 0.6 cfs
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2
F
F F
F
C
F
C
F
475475475480480480 480480480480485 485485485
485
490490 490490 495WOODS
WOODS
WOODS
RAP
RIP
RAP
RIP
SHEET 5 OF 6
BUFFER DRAWING
15"RCP-IV 15" TB 2GI
TB 2GI
SHEET NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
PROJECT REFERENCE
Office of:
Prepared in the
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
LICENSE NO. F-0669
MOTT MACDONALD I & E, LLC
PO Box 700
Fuquay-Varina, NC 27526
www.mottmac.com
17BP.7.R.111 - ORANGE 99
HDR Engineering, Inc. of the Carolinas
555 Fayetteville St, Suite 900 Raleigh, N.C. 27601
N.C.B.E.L.S. License Number: F-0116
LICENSE NO. F-0116
HDR ENGINEERING
J:\Hydro\DDC\Orange_099\6.0_CAD_BIM\6.2_Work_In_Progress\Hydraulics\PERMITS_Environmental\Drawings\670099_hyd_prm_buf_psh04a_con.dgnHDR ENGINEERING, INC.12/5/2018ENGLISH
15+00-L-
N A D 83/ N A 2011
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
DIFFUSE FLOW
STABLE BEGIN
DITCH OUTFALL
SITE 1
DETAIL SHEET FOR
0
4020
40
SCALE: 1"= 40' HORIZ.
SHEET 4 OF 6
BUFFER DRAWING
LEGEND
ZONE 1 (30')
RIPARIAN BUFFER
ZONE 2 (20')
RIPARIAN BUFFER
(NON-EROSIVE)
V10= 0.74 fps
Q10= 0.6 cfs
V10=1.8 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
V10=1.7 fps (NON-EROSIVE)
AND BECOMES DIFFUSE FLOW
EXISTING DITCH OUTLETS HERE
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2
F
F F
F
C
F
C
F
ROAD CROSSING BRIDGEPARALLEL IMPACTZONE 1 (ft2)ZONE 2 (ft2)TOTAL (ft2)ZONE 1 (ft2)ZONE 2 (ft2)TOTAL (ft2)ZONE 1 (ft2)ZONE 2 (ft2)1105 @ 39" BOX BEAMFrom -L- 15+42.5 to -L- 16+47.5 X4260 53347931105 @ 39" BOX BEAMFrom -L- 15+25 to -L- 16+82 X266 1636 1902TOTAL:4526 2169 6695IMPACTBUFFER IMPACTS SUMMARYTYPESITE NO. STRUCTURE SIZE / TYPE STATION (FROM/TO)ALLOWABLE MITIGABLEBUFFER REPLACEMENTSHEET 6 OF 6PROJECT: SF-670099 12/4/2018N.C. DEPT. OF TRANSPORTATIONDIVISION OF HIGHWAYS ORANGE COUNTYRev. May 2006