20160822 Ver 1_More Info Received_20160915

Homewood, Sue
From:Heather Smith <[e-mail]>
Sent:Thursday, September 15, 2016 10:41 AM
To:Homewood, Sue
Subject:RE: Brushy Branch DWR #2016-0822
Attachments:WIN1502_Brushy_Branch_Interceptor_100%_Plan Email 1.pdf
Sue,

Please find the first five pages of the complete set of plans attached. I will send the second half in another email. I have been
able to print them on 11X17.


A larger scale drawing of the impact areas, maybe the engineering plans would suffice? The current submittal just has a

general location circled so it isn’t specific enough.
– Please let me know if this full set of drawings will meet your requirements.


A cross section of the new sewer line in relation to the stream bed. I need to show how far above the current stream bed

the pipe will be. And will there be any need to riprap above the pipe for protection? If so, show that also please.
– Please refer to drawing profile on C-1.2, which includes the stream crossing profile. The engineering design doesn’t show
rip-rap above the pipe; yet we do have stream restoration detail with rip-rap as shown on ED-1.0.


A construction sequence that details the method of dewatering to be utilized at the site and the sequence of

construction events. This is a standard detail that the City should have. Make sure the limits of the temporary dewatering
area are clearly shown on the larger scale impact drawings please. Is 13’ enough to dewater and work within that
footprint?
- Please refer to Detail 2/MD-1.0 for the stream crossing pumping. Considering the affected area, we highlighted in the
drawing with 20’ width (10’ each side of the stream crossing pipe). Also, this is our engineering judgement…


A detail of how the temporarily impacted area will be restored which should clearly call out either vegetation or riprap

and how any riprap would be installed relative to the natural channel dimensions. This is also something they City should
have as they submit this on all sewer line PCNs.

Please refer to Detail 1/MD-1.0 for the stream stabilization.

, Environmental Scientist
Heather Smith, LSS
ECOLOGICAL ENGINEERING, LLP | 1151 SE Cary Parkway, Suite 101, Cary, NC 27518
p 919.557.0929 | c 919.999.0275 | http://www.ecologicaleng.com

From: Homewood, Sue \[mailto:[e-mail]\]
Sent: Tuesday, September 13, 2016 11:32 AM
To: Heather Smith
Subject: RE: Brushy Branch DWR #2016-0822

Hi Heather,

Here’s what I need to add to my file:


A larger scale drawing of the impact areas, maybe the engineering plans would suffice? The current submittal just has a

general location circled so it isn’t specific enough.

A cross section of the new sewer line in relation to the stream bed. I need to show how far above the current stream bed

the pipe will be. And will there be any need to riprap above the pipe for protection? If so, show that also please.
1


A construction sequence that details the method of dewatering to be utilized at the site and the sequence of

construction events. This is a standard detail that the City should have. Make sure the limits of the temporary dewatering
area are clearly shown on the larger scale impact drawings please. Is 13’ enough to dewater and work within that
footprint?

A detail of how the temporarily impacted area will be restored which should clearly call out either vegetation or riprap

and how any riprap would be installed relative to the natural channel dimensions. This is also something they City should
have as they submit this on all sewer line PCNs.

If any of this is unclear feel free to contact me, or have the engineer contact me directly.

Thanks,

Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality

336 776 9693 office
336 813 1863 mobile
[e-mail]

450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.

From: Heather Smith \[mailto:[e-mail]\]
Sent: Tuesday, September 13, 2016 11:23 AM
To: Homewood, Sue <[e-mail]>
Subject: Brushy Branch DWR #2016-0822

Sue,

Please respond with the information you need regarding the abandonment of the sewer crossing.

Thank you,

, Environmental Scientist
Heather Smith, LSS
ECOLOGICAL ENGINEERING, LLP | 1151 SE Cary Parkway, Suite 101, Cary, NC 27518
p 919.557.0929 | c 919.999.0275 | http://www.ecologicaleng.com

2

GENERAL NOTES:
1. EXISTING SURVEY DATA PROVIDED BY ALLIED ASSOC. PA. FOR ENGINEERING PURPOSES ONLY, NOT FOR
RECORDATION. SEWERS, MANHOLES, AND OTHER FEATURES SHOWN ON THE DRAWINGS ARE TO BE
CONSIDERED APPROXIMATE LOCATIONS AND ARE FOR GENERAL INFORMATION ONLY.
2. THE DRAWINGS DO NOT SHOW ALL HOMES AND BUSINESSES IN THE PROJECT AREAS OR OTHER
EXISTING UTILITIES. THE CONTRACTOR IS ADVISED THAT THE AREAS ARE CONGESTED WITH HOMES,
BUSINESSES, AND UTILITIES. THE CONTRACTOR SHALL MAKE NECESSARY SITE INVESTIGATIONS TO
DETERMINE ACTUAL SEWER LOCATIONS, OBSTACLES, HOMES, BUSINESSES, ETC. PRIOR TO BIDDING.
3. THE CONTRACTOR SHALL HAVE A COMPLETE SET OF CONTRACT DOCUMENTS AS WELL AS ALL PERMIT
APPROVALS AND EASEMENTS ON THE JOB SITE AT ALL TIMES.
4. AT LEAST FIVE BUSINESS DAYS PRIOR TO COMMENCING CONSTRUCTION, CONTRACTOR SHALL NOTIFY
ENGINEER AND APPLICABLE REGULATORY AGENCIES THAT HE IS PREPARED TO COMMENCE.
5. CONTRACTOR SHALL CALL NC ONE CALL FOR UTILITY LOCATIONS PRIOR TO DIGGING.
6. REASONABLE CARE HAS BEEN EXERCISED IN SHOWING THE LOCATION OF EXISTING UTILITIES ON THE
PLANS. THE EXACT LOCATION OF ALL EXISTING UTILITIES IS NOT KNOWN IN ALL CASES. THE
CONTRACTOR SHALL EXPLORE THE AREA AHEAD OF DITCHING OPERATIONS BY OBSERVATION, ELECTRONIC
DEVICES, HAND DIGGING, AND BY PERSONAL CONTACT WITH THE UTILITY COMPANIES TO DETERMINE THE
ACTUAL LOCATION OF ALL EXISTING UTILITIES IN AN EFFORT TO AVOID INFLICTING DAMAGE TO THOSE
UTILITIES. THE CONTRACTOR SHALL BE RESPONSIBLE FOR UTILITY RELOCATION COSTS IF REQUIRED FOR
CONTRACTOR'S METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS
RESULTING FROM DAMAGE TO THE EXISTING UTILITIES ARISING FROM CONSTRUCTION OF THIS SANITARY
SEWER MAIN. SUCH COSTS INCLUDE LOSS OF UTILITY REVENUES. IF NECESSARY, CONTRACTOR SHALL
ARRANGE FOR RELOCATION OR TEMPORARY SUPPORT OF EXISTING UTILITIES SUCH AS POLES, CONDUITS,
CABLES, WATER AND SEWER MAINS, ETC.
7. CONTRACTOR SHALL MAKE EVERY EFFORT TO PRESERVE PROPERTY IRONS, MONUMENTS, OTHER
PERMANENT POINTS AND LINES OF REFERENCE AND CONSTRUCTION STAKES. PROPERTY IRONS,
MONUMENTS, AND OTHER PERMANENT POINTS OF REFERENCE DESTROYED BY THE CONTRACTOR SHALL
BE REPLACED BY A PROFESSIONAL LAND SURVEYOR AT THE CONTRACTOR'S EXPENSE.
8. CONTRACTOR SHALL CLEAR AND GRUB THE CONSTRUCTION CORRIDOR AND ALL UTILITY EASEMENT ONLY
TO THE EXTENT REQUIRED FOR SANITARY SEWER MAIN INSTALLATION. CONTRACTOR SHALL MAKE EVERY
EFFORT TO PROTECT TREES THAT WILL NOT BE REMOVED DURING CONSTRUCTION.
9. BUILDING LOCATIONS ARE APPROXIMATE AND ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY. NOT ALL
BUILDINGS ARE SHOWN.
10. CONTRACTOR SHALL REPAIR ALL DISTURBED DRIVEWAYS, PAVED OR UNPAVED, TO EXISTING OR BETTER
CONDITIONS. GRAVEL AND EARTHEN DRIVEWAYS SHALL BE REPAIRED WITH MINIMUM 6" COMPACTED
STONE OVER THE DISTURBED WIDTH.
11. CONTRACTOR SHALL RESTORE/REPLACE ALL DISTURBED SIGNS, MAILBOXES, STORM DRAINS, ETC. TO
ORIGINAL CONDITION AND LOCATION AS SOON AS THE CONSTRUCTION PROGRESSES BEYOND THAT
LOCATION. IN NO CIRCUMSTANCES SHALL POSTAL SERVICE BE INTERRUPTED TO PROPERTIES ALONG
THE CONSTRUCTION CORRIDOR.
12. ALL ROADSIDE DITCHES DISTURBED DURING CONSTRUCTION SHALL BE RESTORED TO PRE -CONSTRUCTION
CONDITION OR BETTER AND STABILIZED WITH STRAW AND NET MATTING UNLESS OTHERWISE INDICATED.
13. ALL MATERIAL CLEARED OR DEMOLISHED BY THE CONTRACTOR IN ORDER TO PERFORM THE WORK SHALL
BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE PROPERLY DISPOSED OF OFF SITE. NO
BURNING WILL BE ALLOWED.
14. CONTRACTOR SHALL CONFINE WORK HOURS FROM 7:00 AM TO 6:00 PM MONDAY THROUGH FRIDAY
UNLESS APPROVED BY OWNER.
15. CONTRACTOR SHALL DESIGN AND IMPLEMENT TRAFFIC CONTROL PER NCDOT, CITY OF WINSTON-SALEM,
OR MUTCD GUIDELINES AS REQUIRED. SEE TD -1.0 FOR GUIDANCE.
16. IF CITY OR STATE DOT ALLOWS EXCAVATED MATERIAL STORAGE ON PAVEMENT, A LAYER OF COARSE
SAND, SCREENINGS OR ACCEPTABLE ALTERNATIVE SHALL BE PLACED ON THE PAVEMENT PRIOR TO
DEPOSITION OF EXCAVATED MATERIAL.
17. CONTRACTOR SHALL OBTAIN ALL NECESSARY PERMITS FROM THE CITY OF WINSTON-SALEM INCLUDING
BUT NOT LIMITED TO STREET CUT PERMITS AND LANE CLOSURE PERMITS, AT LEAST 72 HOURS PRIOR
TO COMMENCEMENT OF WORK.
18. LANE CLOSURES OR CONSTRUCTION SHALL NOT OCCUR ON OPPOSITE SIDES OF A STREET OR
INTERSECTION SIMULTANEOUSLY.
19. ALL TRAFFIC SHALL BE RESTORED TO TWO-WAY TRAFFIC AT THE END OF EACH WORK DAY.
GENERAL CONSTRUCTION SEQUENCE:
1. INSTALL DOGHOUSE MH#1.
2. INSTALL SEWER UP TO NEW WALKERTOWN RD.
3. BYPASS
PUMP 8 -INCH SEWER ON WEST OF MH#4 (LOCATED IN NEW WALKERTOWN RD).
4. INSTALL
TRAFFIC
CONTROL AND INSTALL SEWER CROSSING NEW WALKERTOWN RD TO MH#5. TIE-IN
8 -INCH
SEWER
WEST OF MH #4 (LOCATED IN NEW WALKERTOWN RD) INTO MH#4.
5. INSTALL
SEWER
FROM MH#5 TO MH#11.
6. INSTALL
SEWER
FROM MH#11 TO EX. MH#2.
7. INSTALL
BYPASS
PUMPING SYSTEM AND PROOF TEST.
8. INSTALL SEWER FROM MH#11 TO EX. MH#1.
9. EXTEND AND CONNECT EX. 8 -INCH SEWER ON EAST SIDE OF MH#4 (LOCATED IN NEW WALKERTOWN RD).
10. BYPASS SEWER AT MH#1. PLUG AND ABANDON EX. SEWER. SHAPE AND FINISH TROUGH AND BENCH FOR
NEW INVERT.
11. ABANDON EX. SEWER AND MANHOLES AS SHOWN ON DRAWINGS.
12. CONTRACTOR MAY SUBMIT ALTERNATE SEQUENCE FOR CONSIDERATION.
PROJECT NOTES:
1. ACCESS SHALL BE ALONG THE EXISTING SEWER EASEMENTS OR WITHIN EXISTING ROAD
RIGHTS-OF-WAY AND WORK SHALL BE MAINTAINED WITHIN THE EASEMENTS AND RIGHTS-OF-WAY
UNLESS OTHERWISE APPROVED BY THE INDIVIDUAL PROPERTY OWNERS AND/OR THE ENGINEER. THE
CONTRACTOR SHALL BE RESPONSIBLE FOR NEGOTIATING WITH PROPERTY OWNERS FOR SUCH
ALTERNATE ACCESS AND SHALL PAY ANY AND ALL COSTS ASSOCIATED WITH SUCH ALTERNATE
ACCESS AS SPECIFIED ABOVE. ALL SUCH NEGOTIATIONS WITH PROPERTY OWNERS SHALL BE IN
WRITING, AND COPIES OF THE AGREEMENTS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO
USING THE ACCESS.
2. CONTRACTOR SHALL DESIGN AND IMPLEMENT A TRAFFIC CONTROL PLAN PER NCDOT OR CITY OF
WINSTON-SALEM GUIDELINES AND SUBMIT TO NCDOT OR CITY OF WINSTON-SALEM, IF REQUIRED.
SEE TRAFFIC CONTROL SHEETS FOR GUIDANCE. WARNING SIGNS, BARRICADES, AND FLAGMEN MUST
BE PROVIDED IN ACCORDANCE WITH NCDOT'S "MANUAL ON UNIFORM TRAFFIC CONTROL DEVICES"
(MUTCD). ACCESS SHALL BE MAINTAINED TO HOMES, RESIDENCES, AND BUSINESSES IN THE AREA
AT ALL TIMES.
3. TRAFFIC CONTROL DETAILS, DRAWINGS, OR SPECIFICATIONS ARE NOT INTENDED TO ADDRESS EVERY
POSSIBLE SITUATION.
4. STREET RIGHTS-OF-WAY ARE SHOWN. SEWER EASEMENTS SHOWN ARE CENTERED IN TWENTY -FOOT
EASEMENTS ON THE EXISTING SEWER MAINS. CONTRACTOR SHALL CONFINE WORK WITHIN EXISTING
EASEMENTS. CONTRACTOR SHALL OBTAIN ADDITIONAL CONSTRUCTION EASEMENTS IF NEEDED TO
COMPLETE WORK.
5. THE CONTRACTOR IS RESPONSIBLE FOR HANDLING
AND
ACCOMMODATING ALL EXISTING WASTEWATER
FLOWS DURING
THE WORK. THE CONTRACTOR WILL
BE
REQUIRED TO SUBMIT FOR APPROVAL BY
THE ENGINEER,
A DETAILED PLAN OF THE METHOD
THE
CONTRACTOR PROPOSES TO MAINTAIN THE
EXISTING FLOW
DURING CONSTRUCTION. WHEN PUMPING
IS USED, AN IDENTICAL STANDBY PUMP(S)
SHALL BE ON
SITE IN THE EVENT OF FAILURE OF
THE
PRIMARY PUMP(S).
6. IF, AT ANY TIME DURING CONSTRUCTION, EFFLUENT FROM THE EXISTING SEWER IS NOT FULLY
CONTAINED BY THE BYPASS SYSTEM, GRAVITY SERVICE WILL BE RESTORED AND WORK SHALL BE
SUSPENDED UNTIL THE PROBLEM IS RESOLVED TO THE SATISFACTION OF THE ENGINEER. THIS
INCLUDES WASTEWATER FLOWING INTO TRENCHES DURING EXCAVATION WORK. SEWER SYSTEM
OVERFLOWS WILL NOT BE TOLERATED. ALL FINES IMPOSED ON THE OWNER AND ASSOCIATED WITH
OVERFLOWS CAUSED BY THE CONTRACTOR'S WORK SHALL BE PAID BY THE CONTRACTOR.
ABBREVIATIONS:
AFF - ABOVE FINISHED FLOOR
AWWA - AMERICAN WATER WORKS ASSOCIATION
BO - BLOW OFF
B-# - SOIL BORING NO. #
Cl - CAST IRON
CL - CENTERLINE
CLF - CHAIN LINKED FENCE
CMP - CORRUGATED METAL PIPE
CMU - CONCRETE MASONRY UNIT
CONC - CONCRETE
CT - COURT
DI - DUCTILE IRON
DIP - DUCTILE IRON PIPE
DR - DRIVE
EX - EXISTING
EOP - EDGE OF PAVEMENT
FIFE - FINISHED FLOOR ELEVATION
FG - FINISHED GRADE
FL - FLANGE END
FM - FORCE MAIN
FW - FLOODWAY
GI - GALVANIZED IRON
GV - GATE VALVE
HDPE - HIGH DENSITY POLYETHYLENE
HPN - HYDROPNEUMATIC
INV - INVERT
IP - IRON PIPE
LF - LINEAR FEET
MIN - MINIMUM
MH - MANHOLE
MJ - MECHANICAL JOINT
MO - MASONRY OPENING
OC - ON CENTER
OHE - OVERHEAD ELECTRIC
NTS - NOT TO SCALE
PE - PLAIN END
PJ - PUSH -ON JOINT
PL - PROPERTY LINE
PP - POWER POLE
PSI - POUNDS PER SQUARE INCH
PVC - POLYVINYL CHLORIDE
PVMT - PAVEMENT
R or RAD - RADIUS
RD - ROAD
RJ - RESTRAINED JOINT
SF - SILT FENCE
STA - STATION
SR - STATE ROAD
SS - SANITARY SEWER
THK - THICK
TOS - TOP OF SLAB
TS&V - TAPPING SLEEVE AND VALVE
UT - UNDERGROUND TELEPHONE
W/ - WITH
WF - WOOD FENCE
WL - WATER LINE
WWF - WELDED WIRE FABRIC or FENCE
# or LB - POUNDS
5/SD-1 - DETAIL CROSS-REFERENCE (DETAIL 5 ON
SHEET SD -1 IN THIS EXAMPLE)
LEGEND
SYMBOL (NEW)
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DESCRIPTION
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SIGN
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MAILBOX
TEMPORARY CONSTRUCTION EASEMENT
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TO BE REMOVED
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ENGINEERING, RC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
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CITY OF WINSTON-SALEM
PIN 6846-52-1995.00
1.5 MILLING AND PAVEMENT
9�,� 1G` }; '�► RESTORATION LIMITS
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J INV IN (N)=794.33'
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APPROX. LOCATION OF EX. SERVICES . OX�
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TEMPORARY CONSTRUCTION ENTRANCE (TYP.)
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PIN 6846-52-1995.00 w
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TYPE B MH (SEE DETAIL FLOODWgY `
VII -10 AND VII-11/SD-1.0) 8 VERIFY SERVICE LINE
/ ) 8 - - IS ABANDONED e' /7850
MH#4 SHALL BE 5 -FT MH S
EX. MH 85.0 WITH TYPE 1 FRAME AND COVER S \
\ - - - - _ _ - EX. MH (BURIED) 6 \
ABANDON EX. SS RIM=790.71' _ \� _ - UNCOVER AND (SEE DETAIL VII-1/SD-1.0)
FILL EX. INVERT WITH INV IN (N)=780.21' - - - - �_, \� ` ABANDON 780.0
NON -SHRINK GROUT 03 INV IN (E)=780.31' (ABANDONED) ` EX.- MH
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�O\ RIM=793.57' FULL OF WATER \�
•O- INV IN (N)=782.67'
vs� INV OUT=782.62'
EX. MH \ FULL OF WATER F
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TYPE B MH (SEE DETAIL FLOODWgY `
VII -10 AND VII-11/SD-1.0) 8 VERIFY SERVICE LINE
/ ) 8 - - IS ABANDONED e' /7850
MH#4 SHALL BE 5 -FT MH S
EX. MH 85.0 WITH TYPE 1 FRAME AND COVER S \
\ - - - - _ _ - EX. MH (BURIED) 6 \
ABANDON EX. SS RIM=790.71' _ \� _ - UNCOVER AND (SEE DETAIL VII-1/SD-1.0)
FILL EX. INVERT WITH INV IN (N)=780.21' - - - - �_, \� ` ABANDON 780.0
NON -SHRINK GROUT 03 INV IN (E)=780.31' (ABANDONED) ` EX.- MH
q <_ BRUS
(SEE CONSTRUCTION 8z INV OUT=778.51' 8�� 78 HY FORK _ SI=795.34'
SEQ. ON C-0.0). o \� \ 0 INV IN (N)=782.89' �
O CITY OF WINSTON-SALEM �_ _
BUILD NEW BENCH Z DU -_ - INV IN (W)=784.39'
AND TROUGH FOR o PIN 6846-52-1995.00 TRgNSMISSNOERGY JN� gH - INV IN (E)=783.39'
NEW SS INVERT. N lIN - _ INV OUT=782.89'
cn E -7g5 0 `� \� - FULL OF WATERI
8\
cn -
FWFw w
CONNECT EX. 8"�
SS TO NEW MH w Fw
SEE NOTE 2
S'
FW FW - FW Fw FW Fw
FW Fw \ FW F1
(,n F
w _1 F� 1 •�
SS w
„
FIN
1
F1 Fl
SS SS
9 LF $IDIP TO
CONNECT EX. 8"
\ SS TO N W MH SS
805
SF
790 �g0 INV IN (N)=782.63' POSSIBLE SEWER SERVICE CONNECTION.
oy \ .o
EX. MH I INV OUT WATT 3' CONTRACTOR SHALL VERIFY THE SERVICE
�O\ RIM=793.57' FULL OF WATER \�
•O- INV IN (N)=782.67'
vs� INV OUT=782.62'
EX. MH \ FULL OF WATER F
RIM=793.80' H -
CL INV=784.80'
\ FULL OFA \k
Fw -
y� v\
Fw i
� Fw � e
Fw
FFw
w s
A
EX. MH
RIM=796.72'
��, INV IN (N)=791.02'
INV OUT=790.97'
"',
PLAN - STATION 0+00 TO 11+50
SCALE: 1 "=40'
M'7&1NO
805
800
=
0,0
ON
O
00<
Q
0 0 00 o
LO II ao II
Z00J LnZ00J
O r U
II N�
�cnz �c~n�z
WITH VENTED
PIPE
E ' SOURCE. AND CONTRACTOR
SHALL INFORM
ENGINEER GS.
W
APPROX. LOCATION OF
,>
EX. 6 GAS
I \
SILT FENCE (TYP.)
(SEE DETAIL 2-01/ED-1.0) FIN_ FIN- 1,N- - w
o+rte
1nz00J
0
=Q�>
:2
(D
I�Nr
II Di II
0 r U
/70'z
Fw
-- -- Fw
�z0,_j
r
_��>
:2U)Ez
0)
OLO00
M r
II o II
O r U
800
FW FW
NOTES:
Fw FW
1. ABANDON EX. SS AND MHS IN PLACE. SEE DETAIL
--'�
1/MD-1.0 FOR MH ABANDONMENT.
-
2. ABANDON EX. 15" SS AND EX. MHS LOCATED IN
SILT FENCEI STONE
NEW WALKERTOWN RD. FILL WITH FLOWABLE FILL.
3. ALL MHS SHALL BE TYPE B MHS (SEE DETAIL
FILTER OUTIrET (TYP.)
VII-10/SD-1.0) EXCEPT MH#4. MH#4 SHALL BE
(SEE DETAIL 2-02/ED-1.0)
5 -FT DIA. MH (SEE DETAIL VII-9/SD-1.0). ALL TYPE
1'
B MHS SHALL HAVE WALL VENT PIPE INSTALLED. IF
00
NO VENT IS SHOWN ON DRAWING, WALL VENT PIPE
SHALL BE CAPPED WITH 4" D.I. BLIND FLANGE AND
_
0? LOQ
O 'd
0+ r -r
II D6II
j U
>
GASKET.
o
��
=
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O
N� r-
II D6 II
ZDo�
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II
Q >
4. ALL MHS SHALL HAVE 6" BASE EXTENSION.
5. ALL SERVICES SHALL BE EXTENDED TO THE EDGE OF
ROW OR PERMANENT EASEMENT AND INSTALL A
CLEANOUT.
PIPE MATERIAL:
PIPE
UNLESS SPECIFICALLY NOTED, THE FOLLOWING PIPE
MATERIALS ARE ACCEPTABLE:
• CL 250 DIP
c3i
• HOBAS, MIN. SN 46
• FLOWTITE, MIN. SN 46
805
800
=
0,0
ON
O
00<
Q
0 0 00 o
LO II ao II
Z00J LnZ00J
O r U
II N�
�cnz �c~n�z
WITH VENTED
PIPE
W
APPROX. LOCATION OF
,>
EX. 6 GAS
r�
Lq
MH#4 5' DIA. 00
PE 1 RIM & COVER o+-0
LO 00
STATION=5+10.95 z IIU-)II
RIM=795.39 �zD,_
INV. CL=78 .53 Ln o'`
o+rte
1nz00J
0
=Q�>
:2
(D
I�Nr
II Di II
0 r U
/70'z
�z0,_j
r
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:2U)Ez
0)
OLO00
M r
II o II
O r U
800
00
795
0? LOQ
O 'd
0+ r -r
II D6II
j U
>
o
��
=
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O
N� r-
II D6 II
ZDo�
O r U
II
Q >
Y =Hm>
J :2 V)
795
WITH VENTED
PIPE
c3i
790
790
WITH
VENTED PIPE
APPROX. L
El. 15" RCP
VENTED PIPE
WITH
785
785
A
0 r
PROX. LOCATION
IEX. 12" WL
��
0" SS 246.4 0
Z-201 1SS 67.6
LF @0.20%
780
N
00
006
0 04
0O�NN
04
ON - (0 04
00
Cor II
r II O
II I- z II
z0=Z
��
zz0
780
20 SS 49.9 LF @0.20%
@0.20%
20-!-'SS-340-,5-LF
20" SS 148.1
LF @0.20%
00
cP�
NON
N�O_t
N��N
00 d
o0r��
r�c� II
II z
zpO=z
»0Of a
zZzw
--------------
EX. 21" SS --j-_
C14
o �
����
rr
II ~z
ZO=Z
»�~
zZw
775
DO
rr
00�
O��N
00
rr p
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II �z0
zo=z
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zZzw
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(0 o�°°( orl-
rZ II - II �
r�o II r�0 II
II Dz0 II D
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zzOzw zZOZw
-
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4 r`0
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IIII
II II ~z
D
II zp=z
zZzw
O N
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DLO
000
N
II
- c�
�ci
770
770
0+00
1+00
2+00
3+00
4+00
5+00
6+00
PROFILE - STATION 0+00 TO 11+50
SCALE: 1 "=40' HORZ.
1 "=4' VERT.
CARD
ESS/O �l�q
r.
�L l
026481 -
/9t o I SIASS
SEAL NOT VALID UNLES SIGNED AND DATED
HIGHFILL
, NF RAA l iRJCTURE
ENGINEERING, PC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
z
w
W
U
Q
� Q
�
_ z
W �
O
U�
Ld
U
J D-
LL] F_ I—
O
LL] z
O LJ
U �
U i
z
00
Q
z_
M 3:
D
M
7+00 8+00 9+00 10+00 11+00 11+50
GRAPHIC SCALE
PROJECT NO.
40 0 20 40 80 160 WIN 15 0 2
( IN FEET ) C_ 1 , 1
1 inch = 40 ft.

1j
\ ..r
F
100 YR FLOOD ELEV.
MHH#9
CITY OF WINSTON-SALEM
PIN 6846-23-1616.00
Fw-- ---
Fw
Fw Fw
FW
FV,w
FFw 1 5 F
Fw � k
MH#8 - SF �
Fw
Fw ' 1400-
`N NE -
13+00
EX. MH /
RIM=793.33'
INV IN (N)=784.68'
12+00 SF / INV OUT=784.68'
-7 90 o
1
■l hr r
SILT FENCE STONE
100 YR FLOOD ELEV.
!� L
Ij L
I�
PLAN - STATION 11 +50 TO 22+54
SCALE: 1 "=40'
1g�00
n
v
\ BUILD BENCH AND TRQUGH
FOR NEW SS INVERT.
CITY OF WINSTON-SALEM
PIN 6846-23-1616.00
SEE SHEET C-1.3
/ O
SEWER SERVICE CONNECTION \ /�
CORE NEW MH AND CONNECT
EX. SERVICE LATERAL WITH �n V
FLEXIBLE CONNECTOR U�
(SEE DETAIL VII-22/SD-1.1)
O+00
MH#1 1
tj �� ��
795.0 795.0-
/J4\
`
Hf 1 H
115 TONS OF CLASS 1 RIP -RAP, TOP
_ OF BANK TO TOP OF BANK X 20'
WIDE X 2' THICK, W/FILTER FABRIC
FOR STREAM STABILIZATION. INSTALL
RIP -RAP SUCH THAT TOP OF RIP -RAP"
MATCHES PRE-CONSTRUCTJQN--STREAM
BED ELEVATION- AND ----STREAM BANK
ELEVATION CONTOURS.
(SEE DETAIL 1/ED-1.0)
Fw ,
Fw
� Fw
i
F�
00 m
o EX.MH#2
RIM=798.70'
INV OUT=791.00'
o O
D 0 z
> I
D-
!� r- 1 W Z
o
N
rrl n w
o
0
LLJ
OPEN CUT STREAM CROSSING r
WITH ANTI" SEEPAGE COLLARS„ � � � m
ETAIL 2/MD-1.0 AND co
co
zz�
C)o'
w
a
+54 � F, ��� _ 00o
2 \\
SS Ex• l� LL
S � 15„ �2" � zz C)
—795.0 SS 00
-
�� SF -----7g 0—�\ 4
EX. MH#1 \ 1 w F
RIM=799.73'
INV IN (N)=790.23' Hy FO A s
INV IN (W)=789.63' xk
INV OUT=789.33' \
CORE EX. MH AND CONNECT
W/FLEXIBLE CONNECTOR (SEE -
DETAIL VII-15/SD-1.0).
BUILD NEW BENCH AND V
TROUGH FOR NEW
SS INVERT.
t• /
TEMPORARY CONSTRUCTION- --J
ENTRANCE (TYP.)
/ (SEE DETAIL 2-03/ED-1.0)
D11\NP•( L�N� FN
FW
Fw �-
NOTES:
1. ABANDON EX. SS AND MHS IN PLACE. SEE DETAIL
1/MD-1.0 FOR MH ABANDONMENT.
2. ALL MHS SHALL BE TYPE B MHS (SEE DETAIL
VII-10/SD-1.0) EXCEPT MH#4. ALL TYPE B MHS SHALL
HAVE WALL VENT PIPE INSTALLED. IF NO VENT IS SHOWN
ON DRAWING, WALL VENT PIPE SHALL BE CAPPED WITH 4"
D.I. BLIND FLANGE AND GASKET.
3. ALL MHS SHALL HAVE 6" BASE EXTENSION.
4. ALL SERVICES SHALL BE EXTENDED TO THE EDGE OF ROW
OR PERMANENT EASEMENT AND INSTALL A CLEAN OUT.
5. TEMPORARY CONSTRUCTION ENTRANCE SHALL STAY WITHIN
THE EXISTING EASEMENT.
6. STREAM CROSSING PIPE SHALL BE RESTRAINED JOINT DIP.
PIPE MATERIAL:
UNLESS SPECIFICALLY NOTED, THE FOLLOWING PIPE
MATERIALS ARE ACCEPTABLE:
• CL 250 DIP
• HOBAS, MIN. SN 46
• FLOWTITE, MIN. SN 46
8051
LOC
Q+ raj
Q
o
o0r-0
��
:2
N
o
+
°'rn00
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II
>
Cl)
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±
Nor,
z rn11
II
>
N�z
EX. MH#1
STATION=22+54.08
RIM=799.73
NV. OUT=789.33
NV. CL=789.7
805
800
�+I�`Do
Inz0,�
0
II II0
OI�O
Q II
o
`�
�0r-U
��
800
-
11 moi • Il
ZO)J
II
�-100-YIZ
FLOOD PLAIN ELEVATION
N Z
WITH
VENTED PIPE
795
795
WITH VENTED
PIPE
790
790
%
@-5:5
qOp�Ps-
S
5
785
r-
oCo
Co Doc°
ooCo II
I DzC
z0�z
ry�
zzzw
20 SS 140.4
LF
0' R
785
" SS
220.8 LF @0.2 %
780
0
�Cq
L
N(.0N
00
~zC'
—0 zZ
z z Oz w
780
2C
SS 343.1 LF
@0.20%
�Zuop
SS 645.2 EF
0
00—
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0 CDo
no
N
II II II
z 3
Z —0�z
>>> p Q
zzzzw
r
775
00
r��
O�z
>
I��
Do
II
z 0
o Q
775
770
770
11+50 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00 23+00
GRAPHIC SCALE
2 PROFILE - STATION 11+50 TO 22+54 40 0 20 40 80
SCALE: 1"=40' HORZ.
1 "=4' VERT.
( IN FEET )
1 inch = 40 ft.
COO
ESSIf
026481 l
` ��3I•aol�•�
' FNGINWR
0 SASS��� \\
/'/'l4rli i i 11w\\\`\�
SEAL NOT VALID UNLES SIGNED AND DATED
11 0
HIGHFILL
�iNFRAS l RLJCTURE
ENGINEERING, RC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
z
LL]
LL]
U
Q
� Q
�
_ z
W �
0
U�
Ld
U
J=
W F�
0
W �z
ow
0
(U)
\
U i
z
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Q ~
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M
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N
LL]_
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LL �
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PROJECT NO.
�
° I WIN 1502
C-1.2

Lj Lj 100 YR FLOOD ELEV.
Lj `
lj
L4 _
Lj lj
Lj
d
1
i
CORE EX. MH AND CONNECT
W/FLEXIBLE CONNJCTOR
(SEE DETAIL VII-15/SDt1.0).
BUILD BENCH AND TROUGH
FOR NEW SS INVERT.
CITY OF WINSTON-SALEM
PIN 6846-23-1616.00
/ o
SEWER SERVICE CONNECTION
CORE NEW MH AND CONNECT
EX. SERVICE LATERAL WITH
FLEXIBLE CONNECTOR
(SEE DETAIL VII-22/SD-1.1)
0+00
MH#1 1
Lj li /
Ilii
795.0
795.0 -
20+00 �
MH#10F
Ili
Lj
zo
C/)�
I) �M
�-n M
\II �O;U
Z
rM
M
!I
\
CXR
O (N)=786.25'
� INV IN SILT FENCE (TYP.) SEE 2-02/ED-1.0 )
16+ / SS SF INV OUT=786.15' (SEE DETAIL 2-01/ED-1.0) ------
FW
-- FW F�ASF Fw/ FW _ rw w rw rw
�`
W F,,,
1 PLAN — STATION 0+00 TO 1+83 ®z
SCALE: 1 "=40'
•
810
805
FULL OF WATER
NOTES:
00 C
N
00
+O
N z#zII rII
=z�
0 u
VATION
1. ABANDON EX. SS AND MHS IN PLACE. SEE DETAIL
805
Ln
o+ r
z0)
O
II
:��>
INV IN (N)=792.17'
go
LO
�PZ
_
INV IN (W)=793.62'
VII-10/SD-1.0) EXCEPT MH#4. ALL TYPE B MHS
INV IN (E)=792.82'
SHALL HAVE WALL VENT PIPE INSTALLED. IF NO VENT �.
INV OUT=791.92'
IS SHOWN ON DRAWING, WALL VENT PIPE SHALL BE
800
CAPPED WITH 4" D.I. BLIND FLANGE AND GASKET.
800
100 -YR FLOOD PLAIN EL
4. ALL SERVICES SHALL BE EXTENDED TO THE EDGE OF
ROW OR PERMANENT EASEMENT.
5. TEMPORARY CONSTRUCTION ENTRANCE SHALL STAY
WITHIN THE EXISTING EASEMENT.
M
6. AT EACH LOCATION FOR ABANDON EX. SS STREAM
WITH VENTI'D
CROSSING:
• REMOVE AND DISPOSE OF PIPE PROPERLY
00
• EXTEND PIPE REMOVAL 5' INTO THE CREEK BANK
• PLUG PIPE WITH 3' CONCRETE PLUG
PIPE
PIPE MATERIAL:
UNLESS SPECIFICALLY NOTED, THE FOLLOWING PIPE
795
• CL 250 DIP
• HOBAS, MIN. SN 46
• FLOWTITE, MIN. SN 46
795
790
F � '
- 20' SS 182 8 -
;-0 Do
O (D N O
Lr) NOLO
O
D0° ° '(00oN
r- �0000
II II � II
z zo=z
ck�N
Z zzZw
790
785
785
780
780
775
775
0+00
1+00
2+00 2+50
PROFILE — STATION 0+00 TO 1+83
SCALE: 1 "=40' HORZ.
1 "=4' VERT.
ABANDON EX. SS
REMOVE SS ACROSS CREEK
PLUG EX. INV. IN AND
INV. OUT FOR ABANDONED
STREAM CROSSING SS.
EX. MH
RIM=805.71'
INV OUT=798.81'/
n /
I
I
I
I
I
I
F1 "\ F1 F1 F1 F., F1 F1
F1 /� F1
Fw FW —� Fw
FW � FW � FW/
N / FW
/Fw F
� W -
EX. 12 VCP / SS
SS � SS—
SS ��S EX
s .,,
O RIM=800.20'
\ ,' / / CL INV=793.90
40
/
/
/
/
FULL OF WATER
NOTES:
EX. MH
1. ABANDON EX. SS AND MHS IN PLACE. SEE DETAIL
RIM=800.52'
1/MD-1.0 FOR MH ABANDONMENT.
INV IN (N)=792.17'
2. ALL MHS SHALL BE TYPE B MHS (SEE DETAIL
INV IN (W)=793.62'
VII-10/SD-1.0) EXCEPT MH#4. ALL TYPE B MHS
INV IN (E)=792.82'
SHALL HAVE WALL VENT PIPE INSTALLED. IF NO VENT �.
INV OUT=791.92'
IS SHOWN ON DRAWING, WALL VENT PIPE SHALL BE
I
CAPPED WITH 4" D.I. BLIND FLANGE AND GASKET.
3. ALL MHS SHALL HAVE 6" BASE EXTENSION.
4. ALL SERVICES SHALL BE EXTENDED TO THE EDGE OF
ROW OR PERMANENT EASEMENT.
5. TEMPORARY CONSTRUCTION ENTRANCE SHALL STAY
WITHIN THE EXISTING EASEMENT.
M
6. AT EACH LOCATION FOR ABANDON EX. SS STREAM
CROSSING:
• REMOVE AND DISPOSE OF PIPE PROPERLY
00
• EXTEND PIPE REMOVAL 5' INTO THE CREEK BANK
• PLUG PIPE WITH 3' CONCRETE PLUG
• RESTORE CREEK BANK TO ORIGINAL CONTOURS
PIPE MATERIAL:
UNLESS SPECIFICALLY NOTED, THE FOLLOWING PIPE
MATERIALS ARE ACCEPTABLE:
• CL 250 DIP
• HOBAS, MIN. SN 46
• FLOWTITE, MIN. SN 46
GRAPHIC SCALE
0 20 40 80
( IN FEET )
1 inch = 40 ft.
0
z
Uj z
w O
w
0
w
M
In
Q� ESS/Of .9
026481 J
� g-3►•aolb�
eNGINEFRS
T/il SIRS o�`�\.
SEAL NOT VALID UNLES SIGNED AND DATED
11 0
HIGHFILL
INFRASTRUCTURE
ENGINEERING, RC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
z
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L]
U
Q
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W
0
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PROJECT NO.
WIN 1502
C-1.3
w
I
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LO
00
Q� ESS/Of .9
026481 J
� g-3►•aolb�
eNGINEFRS
T/il SIRS o�`�\.
SEAL NOT VALID UNLES SIGNED AND DATED
11 0
HIGHFILL
INFRASTRUCTURE
ENGINEERING, RC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
z
LL]
L]
U
Q
� Q
W
0
C/)�
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— U
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0 0
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PROJECT NO.
WIN 1502
C-1.3

In
M
c�
z
CLASS B RIP -RAP
z
o
VARIES AS DIRECTED BY ENGINEER 10' MAX.
o �Opa o
STAY WIRES MIN. TOP STRAND MIN.
0
o
>
Lij
w
#12-1/2 GAUGE;7\ #10 GAUGE z
SILT SILT
FENCE FENCE
o
w
0
50 MIN.
� w
O � �
m
W O Q
0 00 0 0 ° ° 0° ° o ° 00 0 0 0 0 0 ° 0 0 0 0
o
°
In
N 2�
\
W
�p L�
0 0
p
° 0 0
IZ
� �
0 0
° 12' OR WIDTH OF
N J
C°
EXISTING ° 0 #57 WASHED STONE PROPOSED DRIVEWAY,
\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \
/ / /
12 OF NCDOT #5 OR
#57 WASHED STONE
ROADWAY ° ° WHICHEVER IS
GREATER.
30" CURB & GUTTER
w
o
\
\/\
00
\ / BOTTOM STRAND /
PLAN VIEW
° ° ° °
0 0 O 0 0
j j MIN. #10 GAUGE j j
SILT FENCE
0 ° 0
° ° ° ° ° ° ° ° ° ° ° °°° ° ° ° ° °
CURB INLET
\ \
\ \
OR ASS OWN ON PLANS
PLAN
yG
6" MIN.
°a
I I I II II i I
da A
STEEL POST
--- -
EXISTING
i I IIit
i
ROADWAY
i I i it II I
__J--------------- I
NOTES: FILTER FABRIC
° ° ° °°°g:�o ° °3o0 0 ° ° \/\ ;
\\//\\//\\// // // y// //\\//\\/�
A
G
11111=11111=11111=11111=11111=111
1111111111=11111-11111=11111=11111=11111=11111=11111=11111=11111=11111=11111=11111=11111=11111 1111111111-11111=11111=11111=11111
jam\ 6" MIN.
o
1. WIRE SHALL BE A MINIMUM OF I GROUND LINE
32" IN WIDTH AND SHALL HAVE A FILL -
`j
IIII I
�������
FILTER FABRIC
USE GEOTEXTILE FILTER
FABRIC TO COMPLETELY a
MINIMUM OF 6 LINE WIRES W/12" SLOPE
STAY SPACING. \%\ N
= IIIII = IIIII
411 - FRONT VIEW ���
CROSS SECTION
COVER INLET GRATE.
6„
2. FILTER FABRIC SHALL BE A /
\\/\\MIN.
NOTES
EXTEND CURB FILTER
MINIMUM OF 36" IN WIDTH AND /\/\
SHALL BE FASTENED ADEQUATELY \//\//\ \ \ \
\//\\//\\//\\//\\// \
ENTRANCE(S) SHALL BE LOCATED TO PROVIDE:
MIN. 1' BEYOND INLET
ON EACH SIDE
TO THE WIRE AS DIRECTED BY _ p
/
\/\/\/\/\ o0
THE ENGINEER. \/\\/\\/\\/\\/\\ \ I
12 OF NCDOT #5 OR
1. MAXIMUM UTILITY BY ALL CONSTRUCTION VEHICLES. TURNING RADIUS SUFFICIENT TO
ACCOMODATE LARGE TRUCKS SHALL BE PROVIDED.
3. STEEL POST SHALL BE 5' 0" INJ
HEIGHT AND BE OF SELF \//\\//\\//\\//\\// \
E
#57 WASHED STONE
--1.5'
2. MAINTAIN IN A CONDITION WHICH WILL PREVENT TRACKING OR DIRECT FLOW OF MUD
NOTE:
//
/
STREETS.
FASTENER ANGLE TYPE. \/\/\/\/\/ C/)ONTO
IF CURB INLET DOES NOT INCLUDE INLET GRATE, INSTALL CURB FILTER ONLY.
3. PERIODIC TOP DRESSING WITH STONE WILL BE NECESSARY. CONTRACTOR SHALL
�.``��� CgRO''%,,
l�'L9�';
/ /
CLASS B RIP -RAP poo Q�po°p 2' MAX AT
t� �°�
MAINTAIN AS NECESSARY. ANY MATERIAL WHICH STILL MAKES IT ONTO THE ROAD
SHALL BE CLEANED UP IMMEDIATELY.
ANCHOR FILTER
a CENTER
°�
FABRIC SKIRT
FILTER CLOTH moo° °� a°C�vp
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4. FREQUENT CHECKS OF THE ENTRANCE(S) AND TIMELY MAINTENANCE SHALL BE
4.
= E L
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PROVIDED.
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5. NOTES ARE APPLICABLE AT ALL POINTS OF INGRESS AND EGRESS UNTIL SITE IS
; sj-3l-aolb�.;
STABILIZED.
�;.,
'%,yq ENGINEER.. �\,`
6. UTILIZE FILTER FABRIC IN CLAY SOILS.
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0I SIASS�\..
CROSS-SECTION VIEW
SEAL NOT VALID UNLES SIGNED AND DATED
TEMPORARY SILT FENCE
SILT FENCE STONE FILTER
TEMPORARY CONSTRUCTION
CURB FILTER INLET PROTECTION
OUTLET
ENTRANCE
2-01
2-02
2-03
2-15
DETAIL TITLE
DETAIL TITLE
DETAIL TITLE
DETAIL TITLE
7/30/2010 NO SCALE
7/30/2010 NO SCALE
7/30/2010 NO SCALE
3/10/2011 NO SCALE
HIEPC
HIEPC
HIEPC
HIEPC
DETAIL I.D. REVISED DATE SCALE
DETAIL I.D. REVISED DATE SCALE
DETAIL I.D. REVISED DATE SCALE
DETAIL I.D. REVISED DATE SCALE
EROSION CONTROL GENERAL CONSTRUCTION SEQUENCE
EROSION CONTROL MAINTENANCE PLAN
A. CONFIRM LOCATIONS OF AND CONSTRUCT OR INSTALL EROSION CONTROL MEASURES AS
EROSION CONTROL MEASURES SHALL BE INSPECTED WEEKLY AND AFTER EACH SIGNIFICANT
H I G H F I L L
INDICATED ON THE DRAWINGS. INSTALL ADDITIONAL EROSION CONTROL MEASURES AS
RAINFALL. REPAIRS MEASURES IMMEDIATELY TO PREVENT FURTHER DAMAGE AND EROSION.
INFRASi-RUC T URE
NECESSARY TO RETAIN SEDIMENT ON SITE, WHETHER INDICATED ON THE DRAWINGS OR
STRUCTURES AND MEASURES TO BE INSPECTED INCLUDE:
ENGINEERING, P.C.
NOT.
1. SEEDING, FERTILIZING, AND MULCHING: SEEDED AREAS SHALL BE INSPECTED FOR
2703 Jones Franklin Rd, Ste.201
B. CLEAR, GRUB, AND STRIP TOPSOIL TO LIMITS REQUIRED FOR CONSTRUCTION. LEGALLY
FAILURE. REPAIRS SHALL BE MADE WITHIN THE SAME GROWING SEASON.
DISPOSE OF WASTE MATERIAL.
Cary, North Carolina 27518
2. GRAVEL CONSTRUCTION ENTRANCE: MAINTAIN THE GRAVEL PAD IN A CONDITION TO
C. BEGIN EXCAVATION AND GRADING ACTIVITIES AFTER ALL REQUIRED EROSION CONTROL
PREVENT MUD OR SEDIMENT FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE
Tel: [phone]
MEASURES HAVE BEEN INSTALLED.
PERIODIC TOPDRESSING WITH 2 -INCH STONE.
Fax: [phone]
D. STOCKPILED FILL MATERIAL SHALL BE PROTECTED FROM SEDIMENTATION AND RUNOFF.
3. CURB AND DROP INLETS: INSPECT FOR PROPER LOCATION OF CONCRETE BLOCK.
www.hiepc.com
REMOVE ACCUMULATED SEDIMENT. FABRIC WHICH COLLAPSES, TEARS, DECOMPOSES, OR
Firm License No. C-2586
E. BEGIN CONSTRUCTION AND INSTALLATION OF INFRASTRUCTURE
BECOMES INEFFECTIVE WILL BE REPLACED IMMEDIATELY. REMOVE SEDIMENT DEPOSITS
BEHIND FENCE WHEN SEDIMENT ACCUMULATES TO SIX INCHES.
intelligent solutions...
F. BACKFILL AND ESTABLISH FINISH GRADES AS QUICKLY AS POSSIBLE AFTER PIPES HAVE
sustainable infrastructure
BEEN INSTALLED.
4. SILT FENCE: FABRIC WHICH COLLAPSES, TEARS, DECOMPOSES, OR BECOMES INEFFECTIVE
WILL BE REPLACED IMMEDIATELY. REMOVE SEDIMENT DEPOSITS BEHIND FENCE WHEN
G. ESTABLISH PERMANENT SOIL VEGETATION AND EROSION CONTROL PROTECTION.
SEDIMENT ACCUMULATES TO 6".
H. ALL EROSION AND SEDIMENTATION CONTROL MEASURES SHALL BE INSPECTED WEEKLY AND
5. ROCK CHECK DAMS AND ROCK PIPE INLET PROTECTION: INSPECT FOR SIGNIFICANT
AFTER EACH SIGNIFICANT RAINFALL. NEEDED REPAIRS SHALL BE MADE IMMEDIATELY.
EROSION AROUND THE EDGES AND BETWEEN DAMS. INSTALL PROTECTIVE RIP RAP LINERS
IN PORTIONS OF THE CHANNEL WHERE EROSION OCCURS. REMOVE SEDIMENT
Z
_
I. GROUND COVER SHALL BE ESTABLISHED ON ALL SLOPES FOLLOWING COMPLETION OF
ACCUMULATED BEHIND THE DAMS AS REQUIRED TO PREVENT DAMAGE TO CHANNEL
W
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GRADING ON EACH PHASE OF THE WORK. AFTER GROUND COVER IS WELL ESTABLISHED
VEGETATION. ADD STONES TO DAMS AS REQUIRED TO MAINTAIN DESIGN HEIGHT AND
AND THE SITES ARE STABILIZED, RETURN TO THE SITE AND REMOVE ALL TEMPORARY
CROSS SECTION.
W
W
EROSION CONTROL MEASURES. ESTABLISH PERMANENT VEGETATION IN AREAS DISTURBED
0
BY THE TEMPORARY MEASURES.
6. TEMPORARY SEDIMENT TRAP: SEDIMENT SHALL BE REMOVED FROM THE TRAP AND THE
TOP OF RIP -RAP TO
MATCH EXISTING
U
TRAP SHALL BE RESTORED TO ITS ORIGINAL DIMENSIONS WHEN 1' OF SEDIMENT HAS
STREAM CONTOURS
J. REMOVE EROSION CONTROL MEASURES AFTER ENGINEER HAS DETERMINED THAT FINAL
ACCUMULATED IN THE TRAP. DISPOSE OF THE SEDIMENT AND REPLACE THE
_j Q
SITE STABILIZATION IS ACCEPTABLE.
CONTAMINATED PART OF THE GRAVEL. THE STRUCTURE SHALL BE CHECKED FOR DAMAGE
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AND THE SPILLWAY SHALL BE MAINTAINED AT A MINIMUM OF 1.5' BELOW THE LOW POINT
I I
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K. RESTORE AREAS AFFECTED BY EROSION CONTROL MEASURES WITHIN 30 DAYS
OF THE EMBANKMENT. REPAIR DAMAGES IMMEDIATELY. WHEN SETTLEMENT OF THE
I
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EMBANKMENT OCCURS, FILL SHALL BE PLACED 6" ABOVE DESIGN GRADE. RIP RAP WILL
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(-%)
BE REPLACED WHEN DISPLACED FROM THE SPILLWAY.
LJ
r FILTER FABRIC
7. STOCKPILES: STOCKPILES SHALL BE CHECKED FOR SEDIMENTATION AND STABILIZATION.
SEE PLAN AND PROFILE>W
NOTES:
NOTES:
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8. DIVERSION DITCH: INSPECT FOR EROSION ON THE RIDGE AND IN THE FLOW AREAS.
SHEETS FOR TYPE AND
STREAM STABILIZATION SHALL BE
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REMOVE SEDIMENT WHEN SEDIMENT ACCUMULATES TO 4".
DEPTH OF RIP -RAP STREAM SECTION INSTALLED IMMEDIATELY UPON COMPLETION OF
D w
CONSTRUCTION.
0
9. FABRIC INLET PROTECTION: FABRIC WHICH COLLAPSES, TEARS, DECOMPOSES, OR
2. RIP -RAP SHALL BE INSTALLED FROM TOP OF
= �<
BECOMES INEFFECTIVE WILL BE REPLACED IMMEDIATELY. REMOVE SEDIMENT DEPOSITS
BANK TO TOP OF BANK, ACROSS ENTIRE
U I
BEHIND FENCE WHEN SEDIMENT ACCUMULATES TO SIX INCHES.
WIDTH OF PERMANENT CONSTRUCTION
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EASEMENT.
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10. WATTLE: REMOVE AND DISPOSE OF SILT ACCUMULATIONS AT THE WATTLES WHEN SOQ
00
0
DIRECTED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 1630 OF THE NCDOT
1 PERMANENT STREAM STABILIZATION
11:� z
STANDARD SPECIFICATIONS.
m
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NO SCALE
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EROSION CONTROL GENERAL
EROSION CONTROL MAINTENANCE
CONSTRUCTION SEQUENCE
PLAN
0
2-17
2-18
/� //��
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DETAIL TITLE
DETAIL TITLE
D
0
HIEPC 10/26/2011 NO SCALE
HIEPC 10/26/2011 NO SCALE
DETAIL I.D. REVISED DATE SCALE
DETAIL I.D. REVISED DATE SCALE
m
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PROJECT NO.
WIN 1502
ED -1.0

"'""
REMOVE "' ^'
RING i
REMOVE AREA OF PAVEMENT AS NECESSARY
Mcr'^'o r'^"=MENT PER APPLICABLE DETAIL.
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SECTION A -A
IN PAVEMENT
CE REMOVED
)N(S) WITH COMPACTED
J 6" LIFTS
LL WITH EXCAVATABLE
_OWABLE FILL (150 PSI MAX.)
PLUG ALL INVERTS
WITH CONCRETE PLUG
PLUG ALL INVERTS
WITH CONCRETE PLUG
aww"
REMOVE MANHOLE
RING AND COVER
J
DETAIL — ABANDON EX. MANHOLE
NO SCALE
6" LIFTS OF HAND PLACED
DENSELY COMPACTED
INITIAL BACKFILL TO 1 FT
ABOVE TOP OF PIPE
PIPE
MINIMUM STONE EMBEDMENT
AS INDICATED. GREATER IF
REQUIRED BY MANUFACTURER
SHAPED BEDDING
TO PROVIDE BEARING
ALONG ENTIRE LENGTH
OF PIPE BARREL
COMPACT FINAL BACKFILL
IN 6" LIFTS UNDER
PAVEMENTS, 12" LIFTS IN
NOT -PAVED AREAS
---8 = - 12"
PIPE -
fl.fl. - D/2
ID/8 (4"MIN.)
24" + D (MAX.)
12" + D (MAX.)
NOTES:
1. BEDDING SHALL BE NATIVE SOIL WITH NO
ROCK LARGER THAN J" OR # 67 STONE.
2. BACKFILL SHALL BE FREE OF ROCK LARGER
THAN 2" IN ANY DIRECTION (NO ROCK LARGER
THAN 4" WITHIN 12" OF PIPE) AND FREE OF
DEBRIS AND ORGANIC MATTER. COMPACT TO
95% MAXIMUM DRY DENSITY.
3. WHEN ROCK IS ENCOUNTERED, INCREASE
BEDDING DEPTH UNDER PIPE TO 6" AND USE
# 67 STONE.
REMOVE CONE
REPLACE REMOVED
SECTIONS) WITH COMPACTED
FILL IN 6" LIFTS
FILL WITH EXCAVATABLE
FLOWABLE FILL (150 PSI MAX.)
TO THE TOP OF THE REMAINING
MANHOLE SECTION
PLUG ALL INVERTS
WITH CONCRETE PLUG
SECTION A -A
IN GRASSED AREA
DISCHARGE HOSE
BYPASS PUMP
TOP OF BANK - P-, 1 < /-- SUCTION HOSE
ENERGY
DISSIPATION
5;0;0;0;
STREAM
5.0.0.0. 00000y�
CHANNEL
IMPERVIOUS IMPERVIOUS
DIKE DIKE
TOP OF BANK
PIPE TRENCH
UTILITY PIPE
SILT WATER � DE -WATERING NOTE: MEASURES SHOWN ARE TO CONVEY THE
/ GENERAL INTENT. CONTRACTOR SHALL DETERMINE
SEPARATOR PUMP SIZE AND LAYOUT FOR MEANS AND METHODS
DEVICE USED AND SHALL PERFORM ALL WORK WITHIN
PLAN VIEW EASEMENTS SHOWN.
UTILITY STREAM CROSSING W/DAM AND PUMPING
STANDARD STEEL OR OTHER APPROVED TRENCH BOX
STACK TRENCH BOXES WHEN NECESSARY
BACKFILL AND PAVEMENT REPAIR REQUIREMENTS
SEE DETAIL VII-4/SD-1.0
STABILIZATION STONE TO TOP OF PIPE
)TE (MINIMUM CRITERIA):
A COMPETENT PERSON MUST INSPECT THE TRENCH PRIOR TO THE
START OF WORK AND PRIOR TO EMPLOYEE ENTRANCE.
CONTRACTOR SHALL FOLLOW TRENCH BOX MANUFACTURE'S
INSTRUCTION TO PROPERLY INSTALL TRENCH BOX.
SPOILS MUST BE AT LEAST 5 FT FROM EDGE OF TRENCH.
LADDERS OR RAMPS ARE REQUIRED WHEN TRENCHES ARE 4 FT OR
MORE IN DEPTH.
ALL TRENCH BOXES MUST EXTEND AT LEAST TO GROUND SURFACE.
A TRENCH BOX MUST BE WITHIN 2 FT OF BOTTOM OF THE TRENCH.
SAFETY IS THE RESPONSIBILITY OF THE CONTRACTOR. FOLLOW OSHA
REQUIREMENTS.
DETAIL — TRENCH BOX MIN. REQUIREMENTS
NO SCALE
NO SCALE
>Im
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026481
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SEAL NOT VALID UNLES SIGNED AND DATED
�1
HIGHFILL
�NFRA6l R J C T U R E
ENGINEERING, PC.
703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
PROJECT NO.
WIN 1502
MD -1.0
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PROJECT NO.
WIN 1502
MD -1.0

MILL & PATCH METHOD (OPTION A)
(FOR STATE MAINTAINED ROADS)
CENTER OF
PATCH
EXTENT OF THE MILL AND ASPHALT INLAY
TO BE DETERMINED BY THE ENGINEER
SAW CUT FOR SAW CUT
SAW CUT TRENCH BOX
PRIOR TO MILLING TOTAL WIDTH OF PAVEMENT FOR TRENCH BOX
CUT WIDTH OF TRENCH BOX
EXISTING PRI cur
PAVEMENT MILL 1-1/2" AND REPLACE WITH SF9.5A PRIOR TO MILLING
`\I
`» \
4" I1 EXISTING
PAVEMENT/
5 1/2" B25.08 �` STRUCTURAil
ES
t"t t a "TRENCH BOXµ"t L t
u
w}� 15 MAXIMUM WIDTH iw- �j 1 1.. ; THE PAVEMENT STRUCTURE
IS THE tim- FLOWABLE FILL (CONCRETE) "' }3 1 w ` k PAVE MWN ENT STRUCTUIRE MUM FOR
M Z �HAVING A 100-200 PSI. SURFACE INTERMEDIATE &
t t`-"_ MAXIMUM COMPRESSIVE.'rll j
STRENGTH AT 28 DAYS w ;t iy BASE LAYERS TO BE USED
.. ai� �~ UNLESS OTHERWISE DIRECTED
OR OTHER MATERIAL AS
"��� BY THE ENGINEER. SAW CUTS
t" APPROVED BY THE ENGINEER."_ ---
}TO BE PERPENDICULAR 70
)[ FLOWABLE FILL MUST` 1"i
TO
NOT CONTACT PIPE. ;� BERN EAT, CLEANFACEEANDUTS STRAIGHT.
_ TACK COAT TO BE APPLIED TO
t l (TRAFFIC BEARING ROAD PLATE` �.�'�"`-t ALL EXISTING ASPHALT
4� •' - �w$$ i �OR STEEL PLATE TO BE USED_w�:i' "; SURFACES PRIOR TO PLACING
CEURING OFR
UCONCRETE)�a�, 1 l RS DURING
---i NEW ASPHALT.
; t.
�o�yaaoA° °,aoaa� c°s .Im�. . •t�'
SUITABLE BACKFILL WILL BE
i" 1_. .� MIN. `) PROPOSED ?��MIN.(ss I
." IVY ~._4 ` ra ; a �--.$ i,�REQUIRED ABOVE STONE, IN
UTILITY {cls+)_�t'_ PLACE OF PLOWABLE FILL, IF
COVER IS GREATER THAN 3'.
°An�'0°...o
( 00 00 AQ)
ao
UNDISTURBED :tAAA°°s0acr0aa
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SOIL Ao0ao aAAAC)° aaa
0 00A
cc,t".�tL;it";�. ".!,-�"�.�"+•^�t+-t
'
STABILIZATION STONE
1 TO TOP OF PIPE
"PROFILE VIEW"
NOTE: THE SUITABLE BACKFILL SHALL BE MADE IN 6�
LAYERS AND SHALL BE COMPACTED
ED
TO AT LEAST 95% OF STANDARD DENSITY (AASHTO METHOD T-99), EACH LAYER MUST
BE THOROUGHLY TAMPED BY A MECHANICAL L TAMP BEFORE THE NEXT LAYER IS PLACED.
ALL ASPHALT PAVEMENT REPLACED SHALL BE IN ACCORDANCE WITH THE MOST CURRENT
N.C.D.O.T. STANDARD SPECIFICATIONS.
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
N.T.S. REVISED 11-6-13 APPROVED
R:\Dota\Utility\Utility_Spec-Drawings/millpatch(A).dwg Vi1-4
MANHOLE BUILT OVER EXISTING LINE
NEW SEWER LINE
WATERPROOFING
FLEXIBLE CONNECTOR
WATERPROOFING
CONCRETE COLLAR
S<0qF
6" ALL
AROUND PIPE
f I FLOW { � CNP.)
( 1 f
Q
C)
4
STABILIZATION STONE EXTENDED
12"PAST CONCRETE BASE OR
TO THE UNDISTURBED EARTH.
HORSESHOE
MH BASE
N�
o �-EXISTING SEWER
V) LINE
1. PLACE HORSESHOE MH BASE IN WET CONCRETE (4000 PSI).
2. AFTER CONCRETE SETS CORE HOLE & SET NEW SEWER LINE.
3. CUT OUT TOP HALF OF EXISTING PIPE. FINISH INVERTS
& WATERPROOF ALL COLD JOINTS & AROUND ALL PIPE.
4. POUR CONCRETE COLLARS.
PLAN
NEW SEWER
LINE
15"
-EXISTING
SEWER LINE
SAW CUT & PATCH METHOD (OPTION C)
(FOR STATE MAINTAINED ROADS)
CENTER OF PATCH
1
EXISTING
PAVEMENT TOTAL WIDTH OF PAVEMENT CUT = WIDTH OF
TRENCH BOX + 4'
SAW CUTS 1-1/2" SF9;5A f SAW CUT
UNDISTURBED
SOIL
1 � i
`F 55/11/2" B25.OB/'
R TRENCH BOX
5' MAXIMUM WIDTH °
FLOWABLE FILL (CONCRETE)
SHAVING A 100-200 PSI.
MAXIMUM COMPRESSIVE-
;. STRENGTH AT 28 DAYS
OR OTHER MATERIAL AS
APPROVED BY THE ENGINEER.
FLOWABLE FILL MUST,
SNOT CONTACT PIPE.
(TRAFFIC BEARING ROAD PLATE"
,OR STEEL PLATE TO BE USED
FOR 24 HOURS DURING`",
CURING OF CONCRETE) e
JOG€)OaAO :30aCltt0 AA
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IS71NG
'EMENT�/,
UCTURE/
THE PAVEMENT STRUCTURE
SHOWN IS .THE MINIMUM
PAVEMENT STRUCTURE FOR
SURFACE, INTERMEDIATE & BASE
LAYERS TO BE USED UNLESS
OTHERWISE DIRECTED BY THE
ENGINEER. SAW CUTS TO BE
PERPENDICULAR TO SURFACE.
FACE OF CUTS TO BE NEAT,
CLEAN AND STRAIGHT. TACK COAT
TO BE APPLIED TO ALL EXISTING
ASPHALT SURFACES PRIOR TO
PLACING NEW ASPHALT.
SUITABLE BACKFILL WILL BE
REQUIRED ABOVE STONE IN
PLACE OF FLOWABLE FILL, IF
COVER 15 GREATER THAN 3'.
STABILIZATION STONE
TO TOP OF PIPE
"PROFILE VIEW"
NOTE: THE SUITABLE BACKFILL SHALL BE MADE IN 6" LAYERS AND SHALL BE COMPACTED TO AT LEAST
S DENSITY (AASHTO 95% OF STANDARD DE H 0 METHOD T-99, EACH LAYER MUST BE THOROUGHLY TAMPED
H BY
A MECHANICAL TAMP BEFORE THE NEXT LAYER IS PLACED. ALL ASPHALT PAVEMENT REPLACED SHALL
BE
IN ACCORDANCE WITH THE MOST CURRENT N.C.D.O.T. STANDARD SPECIFICATIONS.
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
N.T.S. REVISED 11-6-13 APPROVED
R:\Data\Utility\Utility-Spec-Drawings/sawcutpatch(C).dwg VIT-A
FLEXIBLE MANHOLE CONNECTOR
NOTE: FLEXIBLE MANHOLE CONNECTORS SHALL CONFORM
TO ASTM C923. CONNECTORS BY PRESS -SEAL
GASKET CORPORATION, HAMILTON KENT OR NPC,
INC. ARE ACCEPTABLE. MAXIMUM DEFLECTION FOR
CONNECTOR IS 70 (12%). SLOPES GREATER
THAN 12% MUST HAVE CONNECTORS DESIGNED
FOR HIGHER DEFLECTION.
MIN, 5"
WALL
ALL STAINLESS STEEL
EXPANSION RING
STAINLESS STEEL CLAMP
(2 REQUIRED FOR 15" V.C.
AND ABOVE)
FLEXIBLE CONNECTOR
MONOLITHIC
MANHOLE BASE
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION APPROVED
NOT TO SCALE REVISED 9-1--09
R:\Data\AutoCad Stuff\Utility Spec Drawings/mh-over-line.dwg Vii -11 R:\Data\Utility\Utility Spec Drawings/flexible-manhole-connector.dwg VII -15
5 FT. PRECAST
REINFORCED CONCRETE MANHOLE
FLAT TOP SECTIONS USED
OF BRICK (8 IN.)ORS~��'�
(O
2 -FLANGED 900 0.1. BENDS
SHALL BE DESIGNED TO
(SHORT RADIUS)
2-5" GRADE RINGS MAY
FIVE FOOT MANHOLE TO BE
SUPPORT AN H-20 WHEEL
2'-0"
USED FOR PIPE WITH A DIAMETER
LOAD. USE OF A FLAT TOP
-
FLANGED JOINTS
OF 18" OR GREATER, UNLESS
1
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ENGINEER.
Th � Ya�<�r•
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ENGINEER.
aid.'
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RING AND COVER -
CONCRETE"r.�
0 RING JOINT OR
TYPE 2 TO BE
'
6
0.'i Y fr P
MAX 24" FROM
BLOCKS-
PRECAST CONCRETE MANHOLES SHALL
W/4 -TYPE 304
/�
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CONFORM TO ASTM C-478. MANHOLES
STAINLESS STEEL
��;�.• ;;-.t�,�r"—.I�'
T11
MUST BE ALLOWED TO CURE A MIN -
4 MAX.
•' f
�°Q
(3/4" HILT[ KWIK BOLT II
t l"
STABILIZATION
�4.°�
PLACE STABILIZATION
ADHESIVE TAPE. ALL LIFT HOLES
STONE
CAST IN MH TOP
STONE UNDER COLLAR
SHALL BE COMPLETELY FILLED WITH
TOP STEP MUST BE
'
OR POUR CONCRETE
NON -SHRINK GROUT AFTER
SECTION TO UNDISTRUBED EARTH
(TYPICAL).
MANHOLE IS SET.
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS--�
RISER SECTION -MIN. 6' FROM
ECCENTRIC16"
k.
ENGINEERING DIVISION
NOT TO SCALE REVISED
9-1-09
APPROVED
SAW CUT & PATCH METHOD (OPTION C)
(FOR STATE MAINTAINED ROADS)
CENTER OF PATCH
1
EXISTING
PAVEMENT TOTAL WIDTH OF PAVEMENT CUT = WIDTH OF
TRENCH BOX + 4'
SAW CUTS 1-1/2" SF9;5A f SAW CUT
UNDISTURBED
SOIL
1 � i
`F 55/11/2" B25.OB/'
R TRENCH BOX
5' MAXIMUM WIDTH °
FLOWABLE FILL (CONCRETE)
SHAVING A 100-200 PSI.
MAXIMUM COMPRESSIVE-
;. STRENGTH AT 28 DAYS
OR OTHER MATERIAL AS
APPROVED BY THE ENGINEER.
FLOWABLE FILL MUST,
SNOT CONTACT PIPE.
(TRAFFIC BEARING ROAD PLATE"
,OR STEEL PLATE TO BE USED
FOR 24 HOURS DURING`",
CURING OF CONCRETE) e
JOG€)OaAO :30aCltt0 AA
,MIN. ; PROPOSED C
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IS71NG
'EMENT�/,
UCTURE/
THE PAVEMENT STRUCTURE
SHOWN IS .THE MINIMUM
PAVEMENT STRUCTURE FOR
SURFACE, INTERMEDIATE & BASE
LAYERS TO BE USED UNLESS
OTHERWISE DIRECTED BY THE
ENGINEER. SAW CUTS TO BE
PERPENDICULAR TO SURFACE.
FACE OF CUTS TO BE NEAT,
CLEAN AND STRAIGHT. TACK COAT
TO BE APPLIED TO ALL EXISTING
ASPHALT SURFACES PRIOR TO
PLACING NEW ASPHALT.
SUITABLE BACKFILL WILL BE
REQUIRED ABOVE STONE IN
PLACE OF FLOWABLE FILL, IF
COVER 15 GREATER THAN 3'.
STABILIZATION STONE
TO TOP OF PIPE
"PROFILE VIEW"
NOTE: THE SUITABLE BACKFILL SHALL BE MADE IN 6" LAYERS AND SHALL BE COMPACTED TO AT LEAST
S DENSITY (AASHTO 95% OF STANDARD DE H 0 METHOD T-99, EACH LAYER MUST BE THOROUGHLY TAMPED
H BY
A MECHANICAL TAMP BEFORE THE NEXT LAYER IS PLACED. ALL ASPHALT PAVEMENT REPLACED SHALL
BE
IN ACCORDANCE WITH THE MOST CURRENT N.C.D.O.T. STANDARD SPECIFICATIONS.
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
N.T.S. REVISED 11-6-13 APPROVED
R:\Data\Utility\Utility-Spec-Drawings/sawcutpatch(C).dwg VIT-A
FLEXIBLE MANHOLE CONNECTOR
NOTE: FLEXIBLE MANHOLE CONNECTORS SHALL CONFORM
TO ASTM C923. CONNECTORS BY PRESS -SEAL
GASKET CORPORATION, HAMILTON KENT OR NPC,
INC. ARE ACCEPTABLE. MAXIMUM DEFLECTION FOR
CONNECTOR IS 70 (12%). SLOPES GREATER
THAN 12% MUST HAVE CONNECTORS DESIGNED
FOR HIGHER DEFLECTION.
MIN, 5"
WALL
ALL STAINLESS STEEL
EXPANSION RING
STAINLESS STEEL CLAMP
(2 REQUIRED FOR 15" V.C.
AND ABOVE)
FLEXIBLE CONNECTOR
MONOLITHIC
MANHOLE BASE
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION APPROVED
NOT TO SCALE REVISED 9-1--09
R:\Data\AutoCad Stuff\Utility Spec Drawings/mh-over-line.dwg Vii -11 R:\Data\Utility\Utility Spec Drawings/flexible-manhole-connector.dwg VII -15
5 FT. PRECAST
REINFORCED CONCRETE MANHOLE
FLAT TOP SECTIONS USED
OF BRICK (8 IN.)ORS~��'�
(O
2 -FLANGED 900 0.1. BENDS
SHALL BE DESIGNED TO
(SHORT RADIUS)
2-5" GRADE RINGS MAY
FIVE FOOT MANHOLE TO BE
SUPPORT AN H-20 WHEEL
2'-0"
USED FOR PIPE WITH A DIAMETER
LOAD. USE OF A FLAT TOP
-
FLANGED JOINTS
OF 18" OR GREATER, UNLESS
MUST BE APPROVED BY THE
BUTYL RUBBER GASKET UNDER
(NOT ALLOWED W/TYPE
OTHERWISE SPECIFIED BY THE
ENGINEER.
4" OPENING,
p
U_
ENGINEER.
TYPE 1 OR 2
TYPE 1 OR
RING AND
COVER
2
o
RING AND COVER -
0 -RING OR BUTYL RUBBER
0 RING JOINT OR
TYPE 2 TO BE
BOLTED TO CONE
MAX 24" FROM
PRECAST CONCRETE MANHOLES SHALL
W/4 -TYPE 304
CONFORM TO ASTM C-478. MANHOLES
STAINLESS STEEL
��;�.• ;;-.t�,�r"—.I�'
T11
MUST BE ALLOWED TO CURE A MIN -
EXPANSION ANCHORS
•' f
IMUM OF 3 DAYS PRIOR TO SHIPMENT.
(3/4" HILT[ KWIK BOLT II
THE DATE OF MANUFACTURE AND NAME
OR APPROVED EQUAL)
ADHESIVE TAPE. ALL LIFT HOLES
OF MANUFACTURER SHALL BE ON ALL
MANHOLE SECTIONS, CONCRETE SHALL
BE 4,000 PSI. CIRCUMFERENTIAL
REINFORCEMENT WILL BE PLACED AT A
MINIMUM OF 0,15 SQ. INS. PER
LINEAL FOOT.
MAX. 3 COURSES
\-WALL PIPE TO BE CAST IN MH
OF BRICK (8 IN.)ORS~��'�
(O
2 -FLANGED 900 0.1. BENDS
(SHORT RADIUS)
2-5" GRADE RINGS MAY
OR FLANGED D.I. RETURN BEND.
YEAR FLOOD ELEVATION
2'-0"
TYPE 304 STAINLESS
BE ADDED VERTICALLY.
-
FLANGED JOINTS
(18 x 18 MESH)
MIN.6"
BUTYL RUBBER GASKET UNDER
(NOT ALLOWED W/TYPE
FLAT TOP
4" OPENING,
RING AND ALL GRADE RINGS
2 RING AND COVER)
a
o
V-0"
0 -RING OR BUTYL RUBBER
0 RING JOINT OR
GASKET IN ALL JOINTS.
MAX 24" FROM
JOINTS ON OUTSIDE OF MANHOLE TO
TOP OF RING &
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4 I.D.D.I. WA LLPIPEv
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BE WRAPPED WITH 6" WIDE BUTYL
COVER TO TOP STEP-
ADHESIVE TAPE. ALL LIFT HOLES
....
'
CAST IN MH TOP
SHALL BE COMPLETELY FILLED WITH
TOP STEP MUST BE
'
V_0$
NON -SHRINK GROUT AFTER
IN CONE SECTION
MANHOLE IS SET.
'
RISER SECTION -MIN. 6' FROM
ECCENTRIC16"
k.
1.A.
SHELF TO 5' X 4' TRANSITION CONE,
CONE SECTION
F
4'-0" OR 5'-0"
O.C.
5"
NOTE:
;.
FLEXIBLE CONNECTOR
51
PIPE INSTALLED. IF NO VENT IS
STEPS NOT TO BE PLACED
SHOWN ON ENGINEERS DRAWING,
;
>,,
OVER INFLUENT OR EF-
a
WALL PIPE SHALL BE CAPPED
FLUENT PIPES. STEPS TO
t.'
WITH 4" Q.I. BLIND FLANGE,
x•;!
BE ALONG VERTICAL WALL
WORKS
ENGINEERING DIVISION
MAX.22"
SURFACE FROM SHELF TO
TOP OF CONE.
NOTE: DO NOT BOLT RING
TO CONE IF DIRT OR
CONCRETE SURROUNDS
BASE SECTION
THE RING (EX: YARD,
SHOULDER, ETC.)
CITY
OF WINSTON-SALEM
DEPARTMENT OF PUBLIC
WORKS �--
ENGINEERING DIVISIONS%.�
.
N.T.S. REVISED 9-1-08
APPROVED
R:\Dato\AutoCad Stuff\Utility Spec Drawings/precast-5mh.dwg VII—
CPN
SE
DETAIL "C C`
TOP OF COVER
BOTTOM OF COVER
MANHOLE RING & COVER
TYPE 1
NOTE: TWO HOLES TO BE SPACED
OPPOSITE TO EACH OTHER
IN THE OUTER RING AS
SHOWN. (HOLES TO BE 1 "
DIAMETER)
—�' PLAN
DETAIL "B B"
WA 25 1/4"
3/4- 23 3/4"
23 1/2"
N _ 12 3/4' I
NOTE:
RING AND COVER WILL
HAVE MACHINED SEAT
AND WILL CONFORM TO
ASTM A48, CLASS 35B.
RING AND COVER WILL
BE DESIGNED TO SUPPORT
AN H-20 WHEEL LOAD.
MINIMUM AVERAGE WEIGHTS
RING 190 LBS.
COVER 120 LBS.
310 LBS.
SECTION
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
APPROVED
N.T.S. REVISED 9-20-01
utility_.spec-drawings/mh-r&c-typel .dwg VII -16
■ PRECAST REINFORCED •■
CONCRETE MANHOLE
COMPOSITE
JG & COVE , AST IN
I TOP AT CONCRETE PLANT.
N.T.S. REVISED 9-1--08 APPROVED
R:\Data\Utility\Utility Spec Drawings\type-B-mh.dwg
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\-WALL PIPE TO BE CAST IN MH
TOP AT CONCRETE PLANT.
(O
2 -FLANGED 900 0.1. BENDS
(SHORT RADIUS)
2 FEET ABOVE THE 100
OR FLANGED D.I. RETURN BEND.
YEAR FLOOD ELEVATION
w
TYPE 304 STAINLESS
STEEL SCREEN
FLANGED JOINTS
(18 x 18 MESH)
MIN.6"
COMPANION FLANGE WITH
FLAT TOP
4" OPENING,
J-3" 4" D.I. PIPE.
o
V-0"
rb
0 RING JOINT OR
FORSHEDA 114
OR BUTYL RUBBER.
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CAST IN MH TOP
".
V_0$
MANHOLE TO CONFORM TO CITY
STANDARD DETAILS FOR 4' AND
/OR 5' PRECAST CONCRETE
k.
MANHOLES.
4'-0" OR 5'-0"
NOTE:
ALL MANHOLES SHALL HAVE WALL
PIPE INSTALLED. IF NO VENT IS
SHOWN ON ENGINEERS DRAWING,
>,,
a
WALL PIPE SHALL BE CAPPED
t.'
WITH 4" Q.I. BLIND FLANGE,
3
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC
WORKS
ENGINEERING DIVISION
N.T.S. REVISED 9-1--08 APPROVED
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HIGHFILL
INFRASTRUCTURE
ENGINEERING, RC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
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INFRASTRUCTURE
ENGINEERING, RC.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
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■O .. _ 1 ►lsl■On
MIN. 5" WALL
5 1/2" MIN.
1/2" GRADE 60 STE
REINFORCEMENT
SECTION A -A
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION-��'"L�,,
N.T.S. REVISED 9-20-01 APPROVED
utility—spec—drawings/m h_step.dwg
0
c
6
'.< 4'-0" OR 5'-0"
N.T.S. REVISED 9-1-08
STANDARD 4' OR 5' MANHOLE
CONCRETE TROUGH TO BE BUILT TO DIRECT
FLOW FROM 6" CONNECTION TO EFFLUENT PIPE.
6" C.I. SOIL PIPE, SERVICE WEIGHT
6"
MIN. 1 % SLOPE MAX. 27* SLOPE
\----FLEXIBLE CONNECTOR JOINTS SHALL BE
RUBBER GASKET
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
6" SEWER CONNECTION
BRASS CLEANOUT (SEE 4"
SEWER CONNECTION DRAWING)
4" C_I. SOIL PIPE
SERVICE WEIGHT.
PLUG AS PER 4" —
SEWER CONNECTION
DRAWING
1 4„
6"
11 6"
COMBINATION WYE
AND 1/8 BEND.
APPROVED
CONCRETE ANTI -SEEPAGE COLLAR
12' 6"MIN. INTO UNDISTURBED
TRENCH WALL EARTH (TYP.)
r. �y o
DUCTILE IRON
SEWER MAIN
& ` ' STABILIZATION STONE (TYP.)
0
CONCRETE ANTI -SEEPAGE
A
COLLAR (CLASS "B" CONCRETE)
PLAN
WIDTH
DUCTILE IRON
SEWER
MAIN
18"MIN. 6"MIN. INTO
I UNDISTURBED EARTH
ALL SIDES
I
<C"�5 r I STABILIZATION
STONE
12"MIN. I c r '9 "':
L-----------1
SECTIONA — A
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
N.T.S. REVISED 11-7-13
R:\Data\Utility\Utility Spec Drawings/concrete anti-seepaqe collar.dwq
APPROVED
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N.T.S. REVISED 9-1-08
STANDARD 4' OR 5' MANHOLE
CONCRETE TROUGH TO BE BUILT TO DIRECT
FLOW FROM 6" CONNECTION TO EFFLUENT PIPE.
6" C.I. SOIL PIPE, SERVICE WEIGHT
6"
MIN. 1 % SLOPE MAX. 27* SLOPE
\----FLEXIBLE CONNECTOR JOINTS SHALL BE
RUBBER GASKET
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
6" SEWER CONNECTION
BRASS CLEANOUT (SEE 4"
SEWER CONNECTION DRAWING)
4" C_I. SOIL PIPE
SERVICE WEIGHT.
PLUG AS PER 4" —
SEWER CONNECTION
DRAWING
1 4„
6"
11 6"
COMBINATION WYE
AND 1/8 BEND.
APPROVED
CONCRETE ANTI -SEEPAGE COLLAR
12' 6"MIN. INTO UNDISTURBED
TRENCH WALL EARTH (TYP.)
r. �y o
DUCTILE IRON
SEWER MAIN
& ` ' STABILIZATION STONE (TYP.)
0
CONCRETE ANTI -SEEPAGE
A
COLLAR (CLASS "B" CONCRETE)
PLAN
WIDTH
DUCTILE IRON
SEWER
MAIN
18"MIN. 6"MIN. INTO
I UNDISTURBED EARTH
ALL SIDES
I
<C"�5 r I STABILIZATION
STONE
12"MIN. I c r '9 "':
L-----------1
SECTIONA — A
CITY OF WINSTON-SALEM
DEPARTMENT OF PUBLIC WORKS
ENGINEERING DIVISION
N.T.S. REVISED 11-7-13
R:\Data\Utility\Utility Spec Drawings/concrete anti-seepaqe collar.dwq
APPROVED
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INFRASTRUCTURE
ENGINEERING, P.C.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
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HIGHFILL
INFRASTRUCTURE
ENGINEERING, P.C.
1.703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
intelligent solutions...
sustainable infrastructure
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2 LANE CLOSURE — 5 LANE ROADWAY WITH CENTER TURN LANE
NO SCALE
v
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STOPPING SIGHT DISTANCE
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300
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450
500
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110
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WORK AREA
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SEE NOTE 5
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SHIFT TAPER BUFFER SHIFT TAPER BUFFER TMA 50> SHIFT TAPER
GENERAL NOTES
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TRAFFIC
1-
TABLES ARE BASED ON THE AASHTO GREEN BOOK "A POLICY ON GEOMETRIC
1/2 L SPACE 1/2 L SPACE SPACE MIN 1/2L
U) Z a
SHIFT
>
<k>
0
VALUES ARE FOR PASSENGER CAR VEHICLES ON WET AND LEVEL ROADWAYS. CONSULT THE AASHTO
2 0 Cn
AHEAD
GREEN BOOK TO MAKE FINAL DETERMINATION OF STOPPING SIGHT DISTANCE
REQUIREMENTS.
H
GENERAL NOTES
2-
BUFFER SPACE TABLE IS BASED ON THE BRAKING DISTANCE PORTION
OF STOPPING SIGHT DISTANCE
� H LL
Z > O
1 - REFER TO STD. 1101.11 FOR "L" DISTANCE AND SIGN SPACING.
FOR WET AND LEVEL PAVEMENTS.
Z LL LL
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2 -
INSTALL LANE CLOSURES WITH THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE UPSTREAM SIDE OF
W
LL
M
3-
USE OF STOPPING SIGHT DISTANCE IN TRAFFIC CONTROL PLAN APPLICATIONS INCLUDES PROVIDING
C0
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TRAFFIC. REmove LANE CLOSURES AGAINST THE TRAFFIC FLOW, BEGINNING WITH DEVICES ON THE
SIGHT DISTANCE FOR TRAFFIC APPROACHING A LANE CLOSURE. PROVIDE
2 -LANE, 2 -WAY ROADWAYS
DOWNSTREAM SIDE OF TRAFFIC.
MULTILANE ROADWAYS PROVIDE
0
STOPPING SIGHT DISTANCE TO THE BEGINNING OF THE LANE CLOSURE
3 -
PLACE CONES ADJACENT TO THE WORK AREA AT THE MAXIMUM SPACING EQUAL IN FEET TO 2 TIMES THE
ARROW BOARD. EXTEND LANE CLOSURES AT THE BUFFER SPACE SUCH
THAT STOPPING SIGHT DISTANCE
POSTED SPEED LIMIT. PLACE CONES SEPARATING OPPOSING TRAFFIC AT THE MAXIMUM SPACING OF 25 FEET.
IS PROVIDED.
4 -
EXTEND LANE CLOSURES AT THE BUFFER SPACE SUCH THAT STOPPING SIGHT DISTANCE IS PROVIDED TO THE
PLAN APPLICATIONS
INCLUDES PROVIDING SIGHT DISTANCE REQUIREMENTS FOR PLACEMENT
PASSING/NO-PASSING ZONES FOR 2 -LANE, 2 -WAY ROADWAYS.
BEGINNING OF THE APPROACH SHIFT TAPER (REFER TO STD. 1101.11 SHEET 2).
HEET 2 OF 4
SHEET 2 OF 4
1101 .11
1101 .11
LEGEND
5 - TMA'S ARE REQUIRED WHEN A BUFFER SPACE CANNOT BE ATTAINED, OR WHEN DIRECTED BY THE
ENGINEER OR AS SHOWN IN THE PLANS. WHEN USED, POSITION TMA'S TO MAINTAIN A ROLL -AHEAD DISTANCE AS
TMA
RECOMMENDED BY THE MANUFACTURE.
♦ CONE
6 - DRUMS OR SKINNY -DRUMS MAY BE USED IN LIEU OF CONES. REFER TO ROADWAY STANDARD DRAWING
1180.01
FOR SKINNY -DRUM REQUIREMENTS.
I< PORTABLE
SIGN
7 -
DO NOT EXCEED A 1 MILE LANE CLOSURE LENGTH UNLESS OTHERWISE SHOWN IN THE TMP OR AS
♦ DIRECTION
OF TRAFFIC FLOW
DIRECTED BY THE ENGINEER.
2 LANE CLOSURE — 5 LANE ROADWAY WITH CENTER TURN LANE
NO SCALE
v
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LONGITUDINAL
BUFFER SPACE
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(FEET)
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GREEN BOOK TO MAKE FINAL DETERMINATION OF STOPPING SIGHT DISTANCE
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2 -LANE, 2 -WAY ROADWAYS
STOPPING SIGHT DISTANCE TO THE FLAGGER. FOR LANE CLOSURES ON
MULTILANE ROADWAYS PROVIDE
0
STOPPING SIGHT DISTANCE TO THE BEGINNING OF THE LANE CLOSURE
MERGE TAPER, OR FLASHING
(—
ARROW BOARD. EXTEND LANE CLOSURES AT THE BUFFER SPACE SUCH
THAT STOPPING SIGHT DISTANCE
IS PROVIDED.
4-
USE OF MINIMUM PASSING SIGHT DISTANCE TABLE IN TRAFFIC CONTROL
PLAN APPLICATIONS
INCLUDES PROVIDING SIGHT DISTANCE REQUIREMENTS FOR PLACEMENT
PASSING/NO-PASSING ZONES FOR 2 -LANE, 2 -WAY ROADWAYS.
OF PAVEMENT MARKING
HEET 2 OF 4
SHEET 2 OF 4
1101 .11
1101 .11
DESIGN
SPEED
(MPH)
MINIMUM SIGHT DISTANCE
MINIMUM
LONGITUDINAL
BUFFER SPACE
(FEET)
STOPPING SIGHT DISTANCE
(FEET)
PASSING SIGHT DISTANCE
(FEET)
30
200
1090
85
3b
250
1280
120
40
305
1470
155
45
360
1825
195
50
425
1835
240
55
495
1985
290
80
570
2135
345
65
645
2285
405
70
730
2480
470
75
820
2560
540
BO
910
2880
615
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1101 .11
EXAMPLE OF "L" & "W" DESIGNATIONS
SHLD.
y y
SHLD.
L
TAPER LENGTH CRITERIA FOR
CHANNELIZING DEVICES IN WORK ZONES
TYPES OF TAPERS
UPSTREAM TAPER
TADCD I CNI/_TV
MERGING TAPER..............................................L NININUN
SHIFTING TAPER ............................................. Lg L NININUN
SHOULDER TAPER.............................................�i5 L NININUN
TWO-WAY TRAFFIC TAPER......................................60 - 100 FEET NAXINUN
DOWNSTREAM TAPER ...........................................100 Feer NAXiAIUN
QUICK REFERENCE - "L" DISTANCE TABLE
MINIMUM LONGITUDINAL DISTANCE "L" (FEET)
(BOUNDED VALUES)
POSTED LATERAL WIDTH "W" (FEET)
SPEED
S"
(MPH) 1 2 3 4 5 8 7 8 9 10 11 12
20 10 15 20 30 35 40 50 55 60 70 75 80
25 15 25 35 45 55 65 75 85 95 105 115 125
30 15 30 45 60 75 90 105 120 135 150 165 180
35 25 45 65 85 105 125 145 165 165 205 225 245
40 30 55 60 110 135 160 190 215 240 270 295 320
45 45 90 135 18
GENERAL NOTES
1- TABLE FOR "L" DISTANCE IS BASED ON CHANNELIZATION TAPER FORMULA FROM THE M.U.T.C.D.
WHERE:
SPEED LIMIT FORMULA
40 MPH OR LESS LMIN W xS2
60
45 MPH OR GREATER LNIN= W x S
L = MINIMUM TAPER LENGTH IN FEET (LONGITUDINAL DISTANCE)
W = WIDTH OF OFFSET IN FEET (LATERAL DISTANCE)
S = POSTED SPEED LIMIT, OR OFF-PEAK 85 PERCENTILE SPEED IN MPH PRIOR TO WORK STARTING,
OR THE ANTICIPATED OPERATING SPEED IN MPH
2- "L" DISTANCE IS FOR APPLICATION WITH CHANNELIZING DEVICE AND PAVEMENT MARKING TAPERS
AND TRANSITIONS. CHANNELIZING DEVICES INCLUDE DRUMS, CONES, TUBULAR MARKERS,
BARRICADES, RAISED ASPHALT ISLANDS, AND VERTICAL PANELS.
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W
J
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1- REFER TO 2009 MUTCD.
2- USE THIS STANDARD DRAWING IN CONJUNCTION WITH OTHER TRAFFIC CONTROL ROADWAY STANDARD
DRAWINGS WHERE SIGN SPACING DISTANCES A, B, C, ARE SPECIFIED.
3- APPLY THE ADVANCE WARNING SIGN SPACING CHART WHERE A SERIES OF 2 OR MORE SIGNS ARE
HEET 4 OF 4 USED. ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE. FIELD ADJUST AS VARIOUS CONDITIONS SHEET 4 OF 4
11101 ■ 111 OCCUR, SUCH AS LIMITED SIGHT DISTANCE, OBSTRUCTION INTERFERENCE, ETC.1110 1.1 1
ADVANCE WARNING SIGN
SPACING CHART
RECOMMENDED
DISTANCE BETWEEN SIGHS
POSTED SPEED LIMIT
(FEET)±
(MPH)
W
< 35
200
200
200
40-50
350
350
350
55
500
500
500
CONTROLLED ACCESS ROADS
1000
1500
2700
(> 55)
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W
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225
270
315
380
405
450
495
540
50
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100
150
200
250
300
350
400
450
500
550
600
55
55
110
785
220
275
330
365
440
495
550
605
880
80
60
120
160
240
300
360
420
480
540
600
660
720
85
65
130
195
260
325
390
455
520
585
650
715
780
70
70
140
210
260
350
420
490
560
630
700
770
840
GENERAL NOTES
1- TABLE FOR "L" DISTANCE IS BASED ON CHANNELIZATION TAPER FORMULA FROM THE M.U.T.C.D.
WHERE:
SPEED LIMIT FORMULA
40 MPH OR LESS LMIN W xS2
60
45 MPH OR GREATER LNIN= W x S
L = MINIMUM TAPER LENGTH IN FEET (LONGITUDINAL DISTANCE)
W = WIDTH OF OFFSET IN FEET (LATERAL DISTANCE)
S = POSTED SPEED LIMIT, OR OFF-PEAK 85 PERCENTILE SPEED IN MPH PRIOR TO WORK STARTING,
OR THE ANTICIPATED OPERATING SPEED IN MPH
2- "L" DISTANCE IS FOR APPLICATION WITH CHANNELIZING DEVICE AND PAVEMENT MARKING TAPERS
AND TRANSITIONS. CHANNELIZING DEVICES INCLUDE DRUMS, CONES, TUBULAR MARKERS,
BARRICADES, RAISED ASPHALT ISLANDS, AND VERTICAL PANELS.
N
W
J
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--j r C r C r B r ��Z
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1- REFER TO 2009 MUTCD.
2- USE THIS STANDARD DRAWING IN CONJUNCTION WITH OTHER TRAFFIC CONTROL ROADWAY STANDARD
DRAWINGS WHERE SIGN SPACING DISTANCES A, B, C, ARE SPECIFIED.
3- APPLY THE ADVANCE WARNING SIGN SPACING CHART WHERE A SERIES OF 2 OR MORE SIGNS ARE
HEET 4 OF 4 USED. ALL SIGN SPACING DIMENSIONS ARE APPROXIMATE. FIELD ADJUST AS VARIOUS CONDITIONS SHEET 4 OF 4
11101 ■ 111 OCCUR, SUCH AS LIMITED SIGHT DISTANCE, OBSTRUCTION INTERFERENCE, ETC.1110 1.1 1
ADVANCE WARNING SIGN
SPACING CHART
RECOMMENDED
DISTANCE BETWEEN SIGHS
POSTED SPEED LIMIT
(FEET)±
(MPH)
W
< 35
200
200
200
40-50
350
350
350
55
500
500
500
CONTROLLED ACCESS ROADS
1000
1500
2700
(> 55)
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NGINEERING, PC.
703 Jones Franklin Rd, Ste.201
Cary, North Carolina 27518
Tel: [phone]
Fax: [phone]
www.hiepc.com
Firm License No. C-2586
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