Manual of Standard Designs and Details

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MANUAL CIF
STANDARD DESIGNS
AND�
DETAIL
V,'ASl-1.NGik w(-'
SUBDIVIS10N ,a��r�K
ORDINANCE
WASHINGTON,
NORTH (O.-AR.OLINA
PROPERTY OF
DIVISION OF COASTAL MANAGEMENT
PLEASE DO NOT REMOVE

u
SUMMARY OF
NORTH CAROLINAwS
COASTAL
MANAGEMENT
PROGRAM
CITY OF WASHINGTON
SUBDIVISION ORDINANCE
0

SUMMARY
OF
NORTH CAROLINA'S COASTAL MANAGEMENT PROGRAM
The passage of the North Carolina Coastal Area Management Act (CAMA) by the 1974 General
Assembly demonstrated the State's strong and continued interest in protecting its coastal
resources. It marked the beginning of an attempt to institute an integrated system of land
and water management using a variety of management tools at all levels and departments of
government. CAMA has survived a court challenge testing its constitutionality and several
legislative attempts to repeal or weaken it.
In developing CAMA, the General Assembly tried to select a boundary that would include
development activities having a significant impact on coastal resources. After careful
study, a water quality standard of 200 milligrams per liter of chloride was used to identify
points of confluence on major tributaries that represented the inland extent of the area
directly influenced by the marine environment. The coastal area then was defined in LAMA,
Section 113-A103(2) as "...the counties that are adjacent to, adjoining, intersected by or
bounded by the Atlantic Ocean... or any coastal sound." The inland limit of the coastal
sound was defined in Section 113A-103(3) as "...the limits of sea water encroachment on said
tributary river under normal conditions... with the limits of sea water encroachment... to
be the confluence of a sound tributary river with the river or creek entering its nearest to
the farthest inland movement of oceanic saltwater under normal conditions." The definition
identifies specific points of confluence along five of the major sounds' tributaries.
The identified coastal area for the purposes of LAMA, then, includes the following 20
counties: Beaufort, Bertie, Brunswick, Camden, Carteret, Chowan, Craven, Currituck, Dare,
Gates, Herford, Hyde, New Hanover, Onslow, Pamlico, Pasquotank, Pender, Perquimans, Tyrrell
and Washington.
PROGRAM FRAMEWORK
In addition to LAMA, the State established the North Carolina Coastal Management Program to
ensure that all coastal issues are addressed by the State in a coordinated fashion. The
Coastal Management Program consists of: 1) All State Resource Management Laws, Regulations
and Standards; 2) State policies concerning coastal management established by statutes or

� = M = = M = M
by authority of statutes; 3) The Governor's Executive Order Number 15; 4) Local Land Use
Plans adopted under the authority of LAMA; and, 5) The Coastal Area Management Act itself,
which serves as a cohesive bond with existing statutes to provide a broad system of coastal
management.
The elements above are incorporated and described in the North Carolina Coastal Program
Document which allows for amendment through proper channels, thereby assuring a program that
will continue to be relevant to the needs of the coastal area.
North Carolina's objective in developing a coastal management program is to establish a
comprehensive, coordinated approach for the protection, preservation, and orderly development
of the State's coastal resources. The management program is primarily based on the
legislative authorities contained in CAMA that established the Coastal Resources Commission
(CRC) as a regional resource management body.
In addition to CAMA statutes and regulations, other North Carolina statutes and regulations
are relied upon to ensure a comprehensive management program. These authorities are
coordinated through Executive Order Number 15. Local Land Use Plans are used to aid the
State in understanding local desires for future growth and development.
A two -tiered approach is used to manage coastal resources. The first tier consists of
critical resource areas, designed as Areas of Environmental Concern (AECs), in which most
significant land and water uses are regulated by permit. The second tier consists of the
area within the coastal counties but outside the AECs. In this second tier, the program
calls for management of certain activities by coordinating existing State authorities;
additionally, the State will be guided by policies contained in State approved Land Use Plans
which have been prepared by the local governments under LAMA guidelines. These guidelines
include existing land use data collection and analysis, policy development, and land
classification.
MANAGEMENT IN THE FIRST TIER - AECs
There are four (4) categories of AECs: 1) Estuarine System; 2) Ocean Hazard Areas; 3) Public
Water Supplies; and, 4) Cultural and Natural Resource Areas. These main categories encompass
Public Trust Areas, Coastal Wetlands, Estuarine Waters, Ocean Erodible Areas, High Hazard
Flood Areas, Inlets, Estuarine Shorelines, Public Water Supply Well Fields, and Small Surface
Water Supply Watersheds. In addition to these AECs, areas that contain complex natural
resources, remnant species, unique geologic formations, or significant archeological or

M �
historic architectural resources may be designed as specific cultural and natural resource
AECs. Permuda Island has been designated as a significant Coastal Archaeological Resource
AEC and jockey's Ridge has been designated as a unique Coastal Geological Formation.
AEC PERMIT ADMINISTRATION
Nearly all development activities within AECs are regulated by permit. The authority for
administering the CAMA permit program in AECs is shared between the CRC and local governments
within the coastal area. The CRC processes applications for major development permits and
hears appeals of local decisions concerning minor development applications. Once the CRC has
approved a local implementation and enforcement plan, a local government may process
applications for minor development permits within its jurisdiction.

•
PRELIMINARY
AND FINAL
PLAT
MIME
F IM
At a .1
0.E

REVISIONS
24".
PRELIMINARY PLAT LAYOUT
CITY OF WASHINGTON, N.C-
I
2

TITLE BLOCK FOR PRELIMINARY STD NO RE,
CITY OF WASHINGTON, N.C.

m
" APPROVALS " INFORMATION BLOCK
STD. NO REV.
CITY OF WASHINGTON, N.C.

I Y�
Pli
a
C' K
ORIGINAL TO BE -/ON MY�LAR, 0003-0004 INCH
FINAL PLAT LAYOUT
CITY OF WASHINGTON, N.C.
'/2
OA 7F APPSIMM.
S0. REV
T9
M AF

m m ad!!!!_m
REVISIONS
(NAME) SUBDIVISION
SECTION (NO.) (REvisiory No.) =�
CITY, TOWNSHIP, BEAUFORT COUNTY
OWNER (S)
ADDRESS =-
PHONE
NAME OF
SURVEYED:
APPROVED-
CONSULTING
DRAWN:
DATE:
ENGINEERS
CHECKED:
SCALE:
N,
TITLE BLOCK FOR FINAL PLATS
CITY OF WASHINGTON, N.C.
a4TE

" SOURCE OF TITLE " INFORMATION BOCK S,n tv.
CITY OF WASHINGTON, N.C.

' ice
3 I/
OWNERS STATEMENT
THIS IS EVIDENCE THAT THIS SUB-
DIVISION IS MADE AT THE REQUEST OF
N
SWORN AND SUBSCRIBED TO BEFORE
ME TH IS DAY OF 119
NOTARY PUBLIC
MY COMMISION EXPIRES
OWNER'S STATEMENT BOCK
CITY OF WASHINGTON, N.C.
DATE APPROVED: / / J
sry nro REV.

r -I
REVISIONS
3 %4 .
".--010
THIS FINAL PLAT,# , AND THE
STREET NAME(S) HEREON WERE
APPROVED BY THE WASHINGTON PLANNING
AND ZONING COMMISSION. AT A MEETING
.00 HELD THE DAY OF N
-19 '
SIGNED CHAIRMAN
SIGNED
CITY PLANNER
" APPROVALS " INFORMATION BLOCK
CITY OF WASHINGTON, N.C.

DEDICATION
THE UNDERSIGNED HEREBY AKNOWLEDGE(S)
THIS PLAT AND ALLOTMENT TO BE
FREE ACT AND DEED, AND HEREBY DEDICAITV
a TO PUBLIC USE AS STREETS, PARKS, PLAY-
GROUNDS, OPEN SPACES AND EASEMENTS FOR-
EVER ALL AREAS AS SHOWN OR SO INDICATED
ON SAID PLAT.
SIGNED
ATTEST
DEDICATION INFORMATION BLOCK
CITY OF WASHINGTON, N.C.
01
a 7r Apfwoym / / I
SM. AV. REV.

3
CERTIFICATION
I, ,CERTIFY THAT
UNDER MY DIRECTION AND SUPERVISION THIS
MAP WAS DRAWN FROM AN ACTUAL FIELD SURVEY
MADE BY ,THAT THE RATIO OF
PRECISION AS CALCULATED BY LATITUDES AND
DEPARTURES IS I: THAT THE BOUN-
DARIES NOT SURVEYED ARE SHOWN AS BROKEN
LINES PLOTTED FROM DEED INFORMATION; THAT
THIS MAP WAS PREPARED IN ACCORDANCE WITH
GS47-30 AS AMENDED. WITNESS MY HAND AND
SEAL THIS DAY OF IA. D.19_
SIGNED
REGISTRATION NUMBER
NORTH CAROLINA COUNTY
I,a Notary Public of the County and State aforesaid,
certify that o registered
land surveyor, personally oppeo red before me this day
and acknowledged the execution of the foregoing
instrument. Witness my hand and official stamp or
seal, this. day of 119 _.
Notary Public
My Commission expires
NORTH CAROLINA, BEAUFORT COUNTY. The foregoing
certificate of is certified
to be correct. Filed for registration this day of
,19 ,at o'clock _M.
Register of Deeds
By
REVMOM Deputy Register of Deeds
CERTIFICATION BLOCK
CITY OF WASHINGTON, N.C.
N
1. .
DA7F

24 to
P.U.D. LAND USE PLAN LAYOUT
CITY OF WASHINGTON, N.C.
I
.1
WEAPPROVED: -1-1-
SM. AV. REV.

REVISIONS
(NAME) _
�N
CITY, TOWNSHIP, BEAUFORT COUNTY
OWNER (S)
ADDRESS
PHONE
N
NAME OF SURVEYED: APPROVED:
CONSULTING DRAWN; DATE
ENGINEERS CHECKED: SCALE:
a4 E APPROVED.,
TITLE BLOCK FOR P.U.D. LAND USE PLAN sm AV
CITY OF WASHINGTON, N.C.

REVISIONS
3
APPROVAL
THIS PLANNED UNIT DEVELOPMENT LAND
USE PLAN, # WAS
APPROVED W THE WASHINGTON PLANNING
AND ZONING COMMISSION AT A MEETING
HELD THE DAY OF
19 .
(SIGNED
CHAIRMAN
SIGNED
CITY PLANNER
" APPROVALS " INFORMATION BLOCK
It
aa7F APfW0vm: / /
STD. nb REV,
CITY OF WASHINGTON, N.C.

0
STREET
STANDARDS
C

. PAVING SCHEDULE INDEX
O I" BITUMINOUS CONCRETE SURFACE COURSE, TYPE I-2
© 2BITUMINOUS CONCRETE SURFACE COURSE, TYPE I-2
© 3P2' BITUMINOUS, CONCRETE BASE COURSE, TYPE HB
DO 1" BITUMINOUS CONCRETE SURFACE COURSE, TYPE F- I
EO I %2BITUMINOUS CONCRETE BASE COURSE, TYPE F- I
2" BITUMINOUS CONCRETE BASE COURSE, TYPE F-1
© .2" BITUMINOUS CONCRETE BINDER, TYPE H
OH 6" SAND CLAY BASE COURSE
QT 4g' COARSE AGGREGATE BASE COURSE
O 5"• COARSE AGGREGATE BASE COURSE
O 6" COARSE AGGREGATE BASE COURSE
© 24" CONCRETE CURB AND GUTTER
O 30" CONCRETE CURB AND GUTTER
REVISIONS
NO-1 DATE I DESCRIPTION
a
DATE
PAVING INDEX SCHEDULE STD NO.
i''TTV "IV A VA cuTNT!"_rrf-%NT NT r

m m
m m r m m m llimi-)m m ■r == m= ir
2d (MIN.)
624 ' 8/C -B/C 12 =0
(IuII"
8-0 N " "
6
10=0 10=0"
1=6
2�1 i/4 /FT. _ _ CROWN -1/,}$ : IA O I I Of I a—• 1/4 /FT
/. '1 6"6..
NOTE: . U
PAVEMENT DESIGN TO BE
ACCORDING TO PROCEDURE
DESCRIBED IN STD. NO.40.01
REVISIONS
'(MIN
•� oa:
400EASEMENT (MIN.) I
24' 8/8 L N
10-o TYPICAL CROSS SECTION
"PRIVATE STREETS
24' B/C I- B/C
r °P.RIVATE STREETS
20,(MIN-)
TYPICAL SECTION ( RESIDENTIAL STREETS)
rTTV 01P WA CT-TTNr-9r"NT NT I"
DA7F

l-m m m m m m m mw �m
d-d' (MIN)
25' (MIN.)
i I -0
I q E H or I
I"/ FT CROWN= /4�� I�
5d EASEMENT (MIN.)
22� PAVEM�T WIDTH
10-c TYPICAL CROSS SECTION
"PRIVATE STREETS
6'-0��
1°/ F
25'(MIN.)
-251MIN.)
17-0"
CROWN a I/.
NOTE:
PAVEMENT DESIGN TO BE
ACCORDING TO PROCEDURE
DESCRIBED IN STD. NO. 40.01
REVIWONS
22' PAVEM'T WIDTH
10-d TYPICAL CROSS SECTION
PRIVATE STREETS
25' (MIN.)
I7 - 0"
6'- 0��-
8 , (M
DATE APPROVED:
TYPICAL SECTION ( RESIDENTIAL STREETS) SM. NO. REV.
rlrTV nlP WA CNTNJrrr NJ N r

2
NOTE:
25'(MINa 25'(MIN.)
14=0" 28'B/C —8/C 14 -0"
11=0"(MIN.) " 6 „ II-0"(MIN.
I- 6 12'— 0" 12,— 0" I 1-6
F "/ FT — CROWN= 1/4": I' A E 0 �_ I/ " /� 2:1
s"
1,
H 50'R/W (MIN.) I
28'B/B L
I L 10-e TYPICAL CROSS SECTION H
RESIDENTIAL STREETS
WITH "MARGINAL ACCESS"
NOTE: u U
PAVEMENT DESIGN TO BE
ACCORDING TO PROCEDURE
DESCRIBED. IN STD. NO.40.01
REVISIONS
14'- 0"
—
n n
RESIDENTIAL STREETS
WITH "MARGINAL ACCESS"
DATE APPROVED:
9E
TYPICAL SECTION ( RESIDENTIAL STREETS) STD. NO. REv.
(~TTV OF WA..qTHTNr.-TON N r

25' (MIN.)
7-0°(MIN.) 6
1'-6" 16'- 0"
I/4"
21 /FT CROWN-- 1/4" l l'
d' q Q a
1 2:1
NOTE: V
PAVEMENT DESIGN TO BE
ACCORDING TO PROCEDURE
DESCRIBED ]N STD. NO.40.01
REVISIONS
36' B/C - B/C
36' B/B
10-g TYPICAL CROSS SECTION
RESIDENTIAL STREETS
"MINOR"
25',(MIN.)
„ T =0"(MIN.)
16'-0" I - 6
H Or I •--1/ "/FT
25' (MIN. )
W-d'
61,
— 16=d' I-s
..�A� 14 6"
Iy-11 1 l r-1 +F11.- VnyJJ .7GV 1 lyIV
RESIDENTIAL STREETS
"MINOR"
WE APPROVED: /
TYPICAL SECTION ( RESIDENTIAL STREETS) s,D. NO. REV.
rTTV nlP WA CTTTNr-rrClN N C

= M(
F-E
0
NOTE:
PAVEMENT DESIGN TO BE
ACCORDING TO PROCEDURE
DESCRIBED IN STD. NO.40.01
REVISIONS
-2c'/uu. I
1 NO.1 DATE 1 DESCRIPTION ■
26-d' ou
2 2!- 6"
1071 TYPICAL CROSS SECTION
°COLLECTOR°
4G'/. a.1 1
. 25'-0
6
e'o
22� 6° 2-O"
DATE APPROVED:
TYPICA� SECTION ( COLLECTOR STREETS) STD. NO I REV.
rTTV OF WA CT-TTNrTTON N r

= =,,7 = = = M = = IIIIIIIIIIN IIIIIIIIIN (4r
40!(MIN.)
_ 1OW(MIN.) 6
0° F2!-°
4d(MIN.)
10- j TYPICAL CROSS SECTION
"MINOR THOROUGHFARE —
I40' (MIN.) 40' (MIN. )
6„ 32�-6" —
10�-0(MIN.
2=d30 - d'
4 /FT CROWN= �4 I�
NOTE:
PAVEMENT DESIGN TO BE
ACCORDING TO PROCEDURE
DESCRIBED IN STD. NO.40.01
REVISIONS
65*8/C B/C
80'R/W (Mitt)
65' 8/8
10=k TYPICAL CROSS SECTION
MINOR THOROUGHFARE'
• 32-6��
10�-OMIN.)
H %" /FT.
`: oa 6"
oQ
DA7F A;I)WVED:
TYPICAL SECTION ( THOROUGHFARES) SM NO REV..
rTTV OF WA CTNTNftTnN Ni r~

im
6"
15'-MMIN.)
2� 0°
a
(REVISIONS
NO.1 DATE I DESCRIPTION
5d(mlN. )
34=6"--
32'-Or
100' R /W
69' BA
10-1 TYPICAL CROSS SECTION
11MAJOR THOROUGHFARES1
- 34-6"
32=0"
rn'/uuI 1
15W(M1N
11
PAVEMENT SCHEDULE TO BE DETERMINED
BY THE CITY ENGINEERING DEPARTMENT.
awns APPROVED:
TYPICAL SECTION ( MAJOR THOROUGHFARES) SM. NO. IREV
rTTV nTP WA CT-TTNP_'Tl1NT NT f 4

I®
Mr
41/2
ROADS -PARABOLIC
CROWN
ORDINATES
ORDINATES
FROM GRADE
TANGENT
TO SURFACE
FOR EACH
FOOT OF
WIDTH
SURFACE
WIDTH
OF
STREET
24'
28'
. 36'
44
50
��
3/8
+1 CROWN
3/8_�
• I CROWN
'
��
I/4
I CROWN
_� •
1/4 • I CROWN
�
1/4
I CROWN
I
I/16"
.003
1
0"
.002
1
0"
.001
1
0"
.001
1
0"
.001
2
1/8"
.010
2
I/ "
.008
2
1/16"
.005
2
1/16"
.004
2
I/16"
.003
3
3/8
.023
3
I/446
.019
3
I/8"
.OIO
3
I/8"
.009
3
V8"
.008
4
1/2"
.042
4
3/8"
.033
4
1/4"
.019
4
3A6"
.015
4
411
..014
5
/16
065
5
5/8
.052 '
5
3
029
5
5/16
.024
5
I "
.022
6
1 %8
.094
6
7/8"
A75
6
1/=2"
042
6
7/16"
.034
6
3/8"
.031
7
I /'2
.128
7
11/4
.102
7
/16
.057
7
9/16"
.046
7
1/2"
.043
8
2"
.167
8
15/8"
.133
8
7/8°
.074
8
3/4"
.061
8
in6'
1)56
9
2 I/`L"
.211
9
2"
.169
9
I /8"
.094
9
15/16"
.077
9
7/8"
D70
10
3 /8'
.260
10
2 /e
.208
10
I
.116
10
1 I/8"
A95
10
11/16 "
.087
11
3
.315
I I
3
.252
11
1 I%16"
.140
11
1 3/g"
.115
11
I y4
.105
12 1
41/2
.375
12
3 /8
.300
12
2
.167
12
1 5 "
.136
12
I /L"
.125
13
4 q"
.352
13
2 3 "
.196
13
1 I /16"
.160
13
13/4
.147
14 1
4 7/8"
.408.,
14
2 4
.227
14
2 Y4"
.186
14
2IA6"
.170
15
3 1/8
.260
15
2 fig"
.213 1
15
2 "
.195
16
3 Ut
.296
16
2 151lg'
.242
16
2 Iyl6
.222
17
4" 1
.334
17
3 5A6"
.274
17
3"
.250
" I
-lag
18
--A--Fr/-,,Tr
307
18
3, -18
281
� 18
19
4 %8"
.342
19
3 3/4"
.31
d IN FEET FORMULAS
20
4 16"
.379
20
4 Mg
.347
GRADE TANGENT C =
� x CI
21
5
.418
21
4 5/8'
.383
CI .7RFACE ,
L
22
51/9"
4--,9
22
5 I/16"
420
-----------�___ -�
2�----4C
- Y=x
( ,( W =WIDTH OF SURFACE IN FEET _ EXAMPLE, 4.
SYMMETRICAL CROWN OVEN: c,=3/e'; d=s'; w=za'
• REQUIRED: C;Y
USED FOR STREETS WHERE GUTTERS "
ARE AT SAWELEVAlVON C= x4
.REYI5701V,S NOTATIONS = Y = 4 x 4 %2 (�)2
N0. DATE DESCRIPTION C =TOTAL CROWN IN INCHES '
q= CROWN PER FT. IN INCHES
d= TANGENT DISTANCE IN FEET ANY POINT ON SURFACE
WITH REFER,E'NC6 TO
W =WIDTH OF SURFACE FE
Y � TANGENT OFFSET OF ANY POINT ON SURFACE IN INCHES
23 5 /2' .459
24 6 .500
25 61/a' .521
DATE APPROVED:
PARABOLIC CROWN ORDINATES
(''TTV (1F WA CT-TTNl�'TIf1NT XT r'
srn. No. REv.
23 5 /2' .459
24 6 .500
25 61/a' .521
DATE APPROVED:
PARABOLIC CROWN ORDINATES
(''TTV (1F WA CT-TTNl�'TIf1NT XT r'
srn. No. REv.

MMM =(Arm
8=0
a
2" 0.0, STEEL
ONCRETE
2� MIN.
REVISIONS
$1
�—
2
6
4"
1_
24", 30", OR 365�
4" LETTERS TO BE • SERIES "B"
2" LETTERS TO BE SERIES "C" .
ALL LETTERS AND BACKGROUND MATERIALS TO BE "SCOTCHLITE" OR
AN APPROVED EQUAL AND MEET I.T.E. SPECIFICATIONS ON REFLECTIVITY.
SIGNS SHALL BE GREEN BACKGROUND WITH WHITE LETTERS.
• .I
PROPERTY
LINE
1
STREET
SIGN
CURB
STREET NAME SIGN TO BE ONE FROM -1PROPER7
LINE IF SAID LINES WERE EXTENDED.
D1ATE APPROVED:
STREET NAME SIGNS SM. NO REV.
rTTV nF WA CTTTr%rnrrnN NT C' - .

m m m m m m = m= m = = M
(4r =
6° 2'-0"---
%2" RAD. 3" RAD. -
�•� I/8"RAD.
• 2�-6" CURB AND GUTTER
Des 24" CURB AND GUTTER SHALL BE PLACED IN RESIDENTIAL.
DEVELOPMENTS OR AS PROVIDED IN SEC40.00 OF THIS MANUAL.
30" CURB AND GUTTER SHALL BE PLACED IN INDUSTRIAL .AND
COMMERCIAL. DEVELOPMENTS.
JOINT SEALER
I1/ RAD.
RADA SMpCE OF GUTTER
o
JOINT FILLER
TRANSVERSE EXPANSION JOINT
IN CURB AND GUTTER
REVISIONS
3/4"RAD.
X
` I M
� 4
/8 RAD. i
13/4' RAD. 1'-6"
I'-6of CURB AND GUTTER
(TO BE USED IN MEDIANS ONLY)
GENERAL NOTES:
gONTRACTION JOINTS SHALL BE SPACED AT Id
INTERVALS, EXCEPT THAT A 15' SPACING MAY BE USED
WHEN A MACHINE IS USED OR WHEN SATISFACTORY SUPPORT
FOR THE FACE FORM CAN BE OBTAINED WITHOUT THE USE
OF TEMPLATES AT 10' INTERVALS. JOINT SPACING MAY BE
ALTERED BY THE ENGINEER TO PREVENT UNCONTROLLED
CRACKING.
CONTRACTION JOINTS MAY BE INSTALLED BY THE USE OF
TEMPLATES OR FORMED BY OTHER APPROVED METHODS. WHERE
SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A MINIMUM
DEPTH OF I V2" SHALL -BE OBTAINED.
ALL CONTRACTION JOINTS SHALL BE FILLED WITH JOINT
FILLER.
EXPANSION JOINTS SHALL_ BE SPACED AT 90' INTERVALS,
AND ADJACENT TO ALL RIGID OBJECTS.
ALL CURB AND GUTTERS ARE TO BE POURED WITH
CLASS "A" CONCRETE. (3,000 PSI)
FLEXABLE FORMS ARE TO BE USED WHEN RADII IS LESS
THAN 200:
DATE APPROVED:
CURB AND GUTTER
r''TTV "lP WA Cl:-TTNTf_'rV"NT NT r''
STD. NO. REV

I RREWSTONS
2 W3 BARS
3" RAD.
SEE GENERAL NOTES FOR
I" REQUIRED SLOPE
r
•r .: '�i• �• ••fir • g�: :' •,�:•: •:
VARIABLE
SEE STD.35.11
SECTION
GENERAL NOTESs
ROOF DRAIN OUTLETS SHALL NOT BE CONSTRUCTED
WRNIN 18" OF CONSTRUCTION OR EXPANSION JOINTS.
OPENING GRADE MAY VARY BETEEN A MAXIMUM SLOPE
OF I&' PER FT. AND A MINIMUM OF 1/4' PER FT.
MORE THAN ONE HOLE MAY BE INSTALLED PROVIDED
THE HOLES ARE LOCATED WITH 18" MINIMUM SPACING.
REINFORCING STEEL IS NOT REQUIRED IF OUTLET IS
INSTALLED AFTER CURB A GUTTER IS POURED.
THE EDGES OF THE DRAIN HOLE MUST
ELEVATION N _ BE ROUNDED AND FINISHED SMOOTH AT
THE FACE OF THE CURB.
DATE APPROVED: - �-
ROOF DRAIN OUTLETS THROUGH 2' 0" OR 2' 6" CURB AND GUTTER STD. NO. REv
CYrrV "lW WA GYTTNTr`_rrr%XT AT r

EXPANSION JOINT
S'
`O''
,
—' .0 0.
ol
EXPANSION JOINT
.040
' CURB a GUTTER
FRAME, GRATE, AND HOOD STD.25.03 � � ���
STD.20.01
ol
�....� i!
ti P� 00
ES
S
REVISIONS
NO. DATE DESCRIPTION
. • DATE APPROVED:
CATCH BASIN FRAME IN CURB AND GUTTER. STD IVO REv
rYTV OF WA CMTNrTn1v NT r

GENERAL NOTES:
A GROOVED JOINT I" DEEP WITH V8" RADII SHALL BE
REQUIRED IN THE CONCRETE SIDEWALK AT 5' INTERVALS.
ON V2" EXPANSION JOINT WILL BE REQUIRED AT 45'
INTERVALS. A 1/2 " EXPANSION JOINT WILL BE REQUIRED
PROP OONCRETE
SIDEWALK
EXFIANSION JOINT
WHERE THE SIDEWALK JOINS ANY RIGID STRUCTURE.
9JOINT
SEALER SHALL BE HOT -POURED RUBBER ASPHALT.
y2°EXFANSION JOINT
�10'O��
WIDTH OF SIDEWALKS ON THOROUGHFARES SHALL BE A
MINIMUM OF 51 WIDTH OF SIDEWALKS IN THE CENTRAL
BUSINESS DISTRICT WILL BE DETERMINED BY THE CITY
o
ENGINEER.
RIGID
REVISIONS
%2!' EXBWION JOINT
/2 DMCICN J71-
2EXP JT. MAYBE
OMITTED
PROPSED ffq:gz
SIDEWALK FROPOSE CURB &
GUTTER
DETAILS SHOWING EXPANSION JOWTS
IN CONCRETE SIDEWALK
W' RADIUS
i\-irI
/
8
•P • �•v,o oe
* r ••• �,• j'I.� Off•. • .
'O,
F 0• e.;r ��•: F, Iro,I. i • i.o�o:�i3O
T
GROOVED JOINT IN SIDEWALK
4T REQUIRED THICKNESS ACCORDING TO LOCATION
JOINT SEALER
I �.. RA4 / V TO 1/4
jPAVEMENT
.I •• .o'o e I • •�e.o .� o: �:
' + %2� `�' JOINT FILLER
TRANSVERSE EXPANSION JOINT IN SIDEWALK
a4TE APPROVED:
CONCRETE SIDEWALK STD NO. RE►�
ry7v ow WA CNTNTr_,r"NT NT fr"

GENERAL NOTESs
ENGINEER MAY SPECIFY LOCATION.
RAMP TO ALIGN WITH EXISTING OR PRCPOSED
I
PLANTING STRIP /'/
VARIABLE
g;
Oy
CROSS —WALKS.
GRADE CHANGES FROM SIDEWALK TO RAMP
w� JOINT
5' to 15
,_O .
' TO BE A MAXIMUM OF 12 i. DISTANCE TO BE
7�
GOVERNED BY GRADE.
IN CASES WHERE THE 5=0" LENGTH OF RAMP
1211 SLOPE_
1 ��•`��
CAN BE ACHIVED, KEEP BACK OF WALK ON UNIFORM
(MAX)
`�• `.• •• CONTOUR
GRADE.
` LINES
U
I
I
W
N
PLAN
Z
ra4cK
r-7
OF RAM I_
GUTTER LINE 2"
FRONT ELEVATION '
I�
SONS
NO.1 DATE
5 -0 WHERE " IS AVAILABLE
• PER FT. SL.OPE,■ -
4 b,t• c C .t 12'1 SLOPE-T
A• . d' ,.4 .0;4: it A•.'d : = a.,�' 2%. f
SECTION — AA
• DATE APPROVED:
DETAIL HANDICAP RAMP AND DEPRESSED CURB STD. NO. REv
( WITH PLANTIIG STRIP)
ryrry C11P WA.QT-TTNrrrnNT NT r

m m m
mFr M M x
GENERAL NOTES$
WHEN INSTALLING RAMPS AT EXISTING CURB,
INSTALL NEW REPLACEMENT CURB WITH UNIFORM
JOINT AT EDGE OF PAVEMENT.
PLACE RAMP AT CENTER OF RADIUS UNLESS
OTHERWISE DIRECTED BY THE ENGINEER.
Il'-4 go
4! - 0"
TOP OF
.-BACK OF WALK CURB
1 _w? I -",—DEPRESSED CURB----------"- GUTTER LINE— I I
-FRONT ELEVATION,
IL_ - 4*-0" MIN.
g, !jLoPE
—1.1 'MAX ILI _SLOPE
40
ef
REREVISIONS'd
NO. DATE DESCRIPTION
1 -9
SECTION -AA
DATE APPROVED:
DETAIL HANDICAP RAMP AND DEPRESSED CURB STD. W. 1: (WITHOUT PLANTING STRIP) 19
rT-rV "lP -%VA QT�TNTf_--rf-%NT NT f-

4'- d'
0
�—CONTOUR LINES
S-4" —..14=0" FACE OF CURB
PLAN FOR MIDDLE OF BLACK
' 4-0..
BACK OF CURB ELEVATION
FACE OF CURB ELEVATION FULL CURB
N
GUTTER LINE
� I
REVISIONS ELEVATION OF CURB DROP
LUTE
HANDICAP RAMP IN MIDDLE OF BLOCK STD NO
r4TTt 7 r\T St /• !NTTT7► 7 - . r+

i
I
"fit: •..�:•�•:�Q�: ��A'�
r�
ISOMETRIC VIEW
REVISIONS
NO. DATE DESCRIPTION
DATE APPROVED:-1-1-1
DETAIL HANDICAP RAMP AND DEPRESSED CURB STD AFO REV
rTTV nF Wa cTUTNJr r"NT NT r

I
";iai�y-
i
THE RIGHT-OF-WAY MARKER SHALL BE SET THAT
THE RIGHT-OF-WAY LINE PASSES THROUGH THE
CENTER OF THE COPPER PIN.
yz�
3,C11 STEEL REINF.
BAR - 2=3%ONG TO BE
RACED IN EACH -
CORNER.
I
A"
F%4 DIAMETER COPPER PIN
GROUND LINE
WE APPROIEV:-
CONCRETE RIGHT-OF-WAY MARKER STD. nev I RE!
rTTV "F WA CNTNl--'rrr%NT XT f"

ONE CONTAINER TWO CONTAINERS
8' 15'
CONCRETE �D
PAD 1 CONCRETE PAD
"-PAVED PARKING LOT - -,
- PAVED PARKING LOT J
"DIRECTION TRUCK MUST
TRAVEL FOR REFUSE
COLLECTION
NOTE: CONTAINER PADS ARE NOT TO
BE INSTALLED ON CITY RIGHT
OF WAY.
I REVISIONS
GENERAL NOTESs
I CONTAINER PAD MUST BE FLUSH WITH PARKING
LOT PAVEMENT.
2. FOR SAFETY REASONS,THE TRUCK CANNOT
BACK MORE THAN 50'
3. THE TRUCK LOADS FROM THE DRIVERS SIDE.
4. FOR FURTHER INFORMATION, CONTACT THE
PUBLIC WORKS DEPT. AT 752-4137,EXT.241
OR 244.
5. REFUSE TRUCK MUST HAVE 25' MIN. FORWARD
TRAVEL CLEARANCE.
LATE APPROVED:
CONTAINER PAD INSTALLATION STD. NO. PKq
r.TTV OF WA CT-TTNJ _'rrnlT NT r

18"OR 24" Id'OR 24!'
_17
24" CURB a GUTTER--36" VALLEY ,GUTTER
30" CURB & GUTTER-4d' VALLEY GUTTER
I REVISIONS
PROVIDE EXPANSION JOINT
AT MID -LENGTH
auF o►Ev:
VALLEY GUTTER SM. M. rev
C'-TTV OF WA lRT-TTIv(_Tnw Nr �

------------
NOTE s INTERIOR ISLAND IS NOT
REQUIRED.
—pt v -(0110
moil)
R/W'
R= 37*— 43' TO BACK OF CURB
R 0 = 0' — 15' TO BACK OF CURB
D= 50'
CUL DE SAC MAY BE OFFSET FROM
CENTERLINE OF STREET
CUL DE SAC
rTTV !11P We CY-TTNrTnNT NT r
WE APPROVED: /
STD, NO. REI!

REVISIONS
:GENERAL .NOTE PROPHRTY LINES AT INTERSECTIONS
SHALL BE ROUNDED WITH THE
FOLLOWING MINIMUM RADII =
(A) MINOR STREETS WITH
MINOR STREETS.... 15 FEET
(8) ALLEY. WITH ANY
STREET.... 10 FEET
1
(C) ALL OTHER.... 20 FEET
R/W
R/W
a 47F APMVED:
PROPERTY LINE RADIUS AT INTERSECTIONS SM NO.
rTTV rlF WA CTUTNf---r"NT rT f-

m A 11111111111r1.m ""') m = m m = 111111111111111�17 m
7 m m m m
GENERAL NOTE = WHEN__CONNECTING_STREET CENTERLINES .-DEFLECT
FROM EACH OTHER AT ANY ONE POINT BY MORE
THAN FIVE DEGREES, (A > 5° ), ?HEY SHALL BE
CONNECTED BY A CURVE WITH A RADIUS OF NOT LE33
THAN 100 FEET (Rd 100') FOR MINOR STREETS. FOR
COLLECTOR STREETS AND THOROUGHFARES, THE RADIUS
SHOULD BE SUFFICIENT TO INSURE A SIGHT DISTANCE
ADEQUATE FOR VISABILITY ANDSAFtTY, CONSIDERING
THE CHARACTER OF THE STREET AND THE TYPES
AND SPEED OF TRAFFIC. ANTICIPATED, BUT IN NO
REVMONS .....CASE SHALL SUCH RADIUS BE LESS THAN 200 FEET
NO.1 DATE I DESCRIPTIONT.
(R 200).
DATEAPPROVED:
CURVE RADIUS AT DEFLECTING STREET LINES
rTTV (11P WA CT-TT1Vr'T(1N NT r
STD NO. IREv

u
REVISIONS
100' MIN.
+
NOTE = A MINIMUM OF 100 FT. TANGENT DISTANCE
IS REQUIRED BETWEEN REVERSE CURIOES
ON MINOR AND COLLECTOR STREETS AND
ON ALL THOROUGHFARES.
DATE APMVEo:
TANGENT DISTANCES AT REVERSE CURVES SM NO REV.
i'TTV nlP WA CUTW0-rrf'lNT XT r`

R/W
In
I REVISIONS
NO.1 DATE I DESCRIPTION
lO. MAXIMUM TANGENT LENGTH BETWEEN CURVES
IN THE CUL-DE-SAC BULB SHALL BE 150 FEET,
2Q NO PUBLIC STREET MAY INTERSECT THE CUL-DE-SAC
BULB. ALL CUL-DE-SACS ARE TO BE PERMANENTLY DEAD
END. (NO FUTURE EXTENSIONS OF SAID STREET WILL BE
ALLOWED.)
© ALL CUL- DE -SAC BULBS WILL BE DESIGNED TO
INTERSECT THE STEM PORTION OF THE STREET AS
NEARLY AS POSSIBLE AT RIGHT ANGLES.
ALL INTERSECTION WILL BE DESIGNED TO PROVIDE
A CLEAR STOP CONDITION.
5O. ALL INTERSECTION RADII SHALL BE 20 FEET.
© ALL CURVES SHALL HAVE A MINIMUM CENTER-
LINE RADIUS OF 50 FEET.
70. MAXIMUM AREA ENCOMPASSED WITHIN THE
CUL-DE-SAC BULB SHALL. BE 15,000 SQUARE FEET.
DATE APPROVED:
INNOVATIVE CUL DE -SAC STD. NO. REV.
rTTV "F WA CT-TTNr"TnNT NT r

IN
-A ,.,.ram
c ..
1/2" EXPANSION
JOINT--\
S25.03
:FRAHOO.
I REVISIONS
f.
STANDARD CURD AND GUTTER
STD. NO. 35.12
1/27 EXPANSION JOINT -�
CURB TRANSITION
STD. NO. 35.26
,O O''
ROLL -TYPE
CURD AND GUTTER
STD. NO. 35.25
10
DATE APPROVED:
CATCH BASIN IN ROLL TYPE CURB AND GUTTER I VD NO. REv
r.TTV OF WA CT-TTNTPrP"N NJ � __ _

2'- 2'- 6"--- 2' _ 6" 2,_ 6„
('A r- B r c
BACK OF CURB I
I I
oO
N 1 -N
( I
LIP OF GUTTER
L►A B Lc
PLAN VIEW
I BEGIN 2'-0"
STANDARD CURB ROLL -TYPE CURB AND
STD. N0.
AND GUTTER GUTTER STD. NO. 35.25
35.12 � 10'-0" /`
ELEVATION OF TOP OF CURB
7(4
II-1/2" ,
�2'-0..•---�T
SECTION A- A
I REVISIONS
GUTTER LINE
FRONT ELEVATION
-••- _V4' } _ I..
SECTION B- B
Io-l/�2" � g•..• � .�
SECTION C-C
GENERAL NOTES,
TRANSITION IS NOT TO BE LOCATED WITHIN THE CURB RADIUS,
DATE APPROVED:
CUKtj I KAN51 I IVN
2' 0" CURB AND GUTTER TO 2' 0" ROLL TYPE CURB AND GUTTER
rTTV nip WA CT- TTNf_'Tl1N NT d"
STD. NO. REV.

RAO.
3/4
11 6 I/211
18!' RAD. 2�_O"
JOINT SEALER 1/8" RAD.
1/8" RAD. SURFACE OF GUTTER
r: .a•. ..'A. •., .OBI.
1/ ' 2'. JOINT FILLER
,4�
TRANSVERSE EXPANSION JOINT
REVISIONS
IN CURB AND GUTTER
GENERAL NOTES:
ALL CURB AND GUTTERS ARE TO BE POURED WITH
CLASS "A" CONCRETE. (3,000 PSI)
FLEXIBLE FORMS ARE TO BE USED WHEN RADII
IS LESS THAN 200:
CONTRACTION JOINTS SHALL BE SPACED AT 10'
INTERVALS, EXCEPT THAT A 15' SPACING MAY BE USED
WHEN A MACHINE IS USED OR WHEN SATISFACTORY
SUPPORT FOR THE FACE FORM CAN BE OBTAINED WITHOUT
THE USE & TEMPLATES AT 10' INTERVALS. JOINT SPACING
MAY BE ALTERED BY THE ENGINEER TO PREVENT
UNCONTROLLED CRACKING.
CONTRACTION JOINTS MAY BE INSTALLED BY THE USE
OF TEMPLATES OR FORMED BY OTHER APPROVED METHODS.
WHERE SUCH JOINTS ARE NOT FORMED BY TEMPLATES, A
MINIMUM DEPTH OF 1-1/2" SHALL BE OBTAINED.
ALL CONTRACTION JOINTS SHALL BE FILLED WITH
JOINT FILLER.
EXPANSION JOINTS SHALL BE SPACED AT 90' INTERVALS,
AND ADJACENT TDALL RIGID OBJECTS.
DATE
ROLL TYPE CURB AND GUTTER S7D N0 REV.
C~TTV OF WA qT-TTNr.7`"N N Ilr --

it
= 120°-180-0 R
RI=15'MIN / 2 '
R2= 30' M I N
A =, 200' MAX
B =75 MAX
C = 50'R/W
D = 28'B/B MIN RI
SINGLE FAMILY DWELLINGS ONLY
PUBLICALLY DEDICATED STREET ONLY; ,
CURB a GUTTER REQUIRED
. A
NO PARKING
C
D
REWSTO rS EXISTING DEDICATED STREET
N0. DATE DESCPoPTION
DATE APPROVED:
CTTV OF WA CT-TTN--•rn�T rT f-
STD. NO. REV

SEEDING PERMANENT GRASS AND LEGUMES ON CONSTRUCTION SITES
DEFINITION
Seeding perennial grasses and legumes on critical areas for permanent cover.
PURPOSE
To stabilize the soil; reduce damage from sediment and runoff to downstream areas, and improve an
area for safety and beauty.
WHERE APPLICABLE
On sediment -producing, highly eroding or severely eroding areas where vegetation is difficult to
establish with normal planting methods; such as, constructionsites, cut and fill slopes, borrow
areas and other areas denuded of vegetation where perennial vegetation is needed for long term
protection.. +
SPECIFICATIONS GUIDE.
A. Site Preaaration
1. Install needed surface water control measures.
2. Grade and slope as feasible to use planned equipment for seeding, mulching and maintenance.
Slopes steeper than 3:1 are difficult to establish vegetation on and maintain with conven-
tional equipment. Consider retaining walls, ground cover plants, vines or shrubs on slopes.
of 3:1 or steeper.
3. Chisel compacted areas and spread available topsoil 3" deep over adverse soil conditions as
Ay Kffc&�
CITY OF WASHINGTON, N.C.
DATE aPPMVED.
I��

a final operation in grading. Where conventional seeding equipment is to be used, rip the
entire.area.
4. A minimum of grading and shaping is required when hydraulic seeding equipment is to be used.
5. Remove all loose rock, roots and other obstructions from the surface that will interfere
with establishment and maintenance of vegetation. Leave surface reasonably smooth and uni-
form for final seedbed preparation.
6. Perform all cultural operations of land preparation and seeding on the general contour.
B. Lffie, Fertilizer and Seedbed Preparation
1. When soil material is reasonably uniform, apply lime and fertilizer according to soil test
report. In the absence of a soil test, apply lime as follows:
Tons/Ac. Lbs/1000 Sq. Ft.
Clay and clay loams 3 135
Sandy loams, loams, silt loams 2 90
Loamy sands, sands 1 50
Agricultural lime used shall be within the specifications of the North Carolina Department
of Agriculture.
2. Rates and analysis of fertilizer if soil test not available:
a. Grasses alone - 800 to 1,000 pounds per acre (18-23 pounds/1,000 sq. ft.) of a 1-1-1
ratio such as a 10-10-10.
I REVISIONS
b. Legumes alone or grass and legume mixture - 800 to 1,000 pounds per acre (18-23 pounds/
CITY OF WASHINGTON, N.C.
DATEAPPROVED:
FNITTIM
MMI

1,000 sq. ft.) of a 1-2-2 ratio such as 5-10-10.
3. Phosphorous is essential for developing vigorous seeding root systems. If soil test is not
available, apply 500 to 800 pounds (12-18 pounds/1,000 sq. ft.) per acre of 20% superphos-
phate or equivalent in addition to fertilizer listed above or use an analysis to supply the
additional phosphorous.
4. When hydraulic seeding equipment is used, no seedbed preparation is required. Cut slopes
and compacted areas may require scarification.
a. The fertilizer, seed and wood cellulose fiber mulch will be mixed with water and
'applies in a slurry. Spread the mixture uniformly over the area.
b. The lime will be mixed with water and applied on top of straw mulch or the lime may be
combined with the top dressing when grass is 2 to 4 inches tall. +
5. When conventional equipment is used, the lime and fertilizer will be applied uniformly and
mixed with the soil during seedbed preparation.
a. On field conditions or slopes that are 3:1 or flatter, prepare a seedbed 4 inches deep,
excluding rock.
b. On slopes steeper than 3:1, prepare a seedbed 1 to 4 inches deep as determined on -site.
Scarify the surface with suitable equipment such as a chain harrow, grader with chisels
attache(i or by hand. The surface as a minimum will be pitted or trenched 4 to 8 inches
apart for seed to lodge and germinate.
c. Continue tillage until a well pulverized, firm, reasonably uniform seedbed is prepared.
C. Seeding
Select species from attached table, considering plant adaption to desired use, site to be
I REVISIONS
a47F aPPRoveo:
-CITY OF WASHINGTON, N.C.
MM

=(own M M M
vegetated, seeding dates and maintenance requirements. Seed used shall be labeled to show they
are within the requirements of the North Carolina Department of Agriculture as to purity,
germination, and presence of restricted or prohibited weeds. Erosion control plans or seeding
contracts should list species or mixtures to be used, planting dates, seed germination and
purity that are acceptable.
1. Conventional seeding - Seed on a freshly prepared, firm seedbed. Use equipment that will
apply seed uniformly such as cultipacker seeder, drill, or cyclone seeder by hand. Cover
seed lightlywith seeding equipment of cultipack after seeding.
2. Hydraulic seeding - Mix the fertilizer, seed and wood cellulose fiber mulch with water and
apply the slurry uniformly over the area being treated. The slurry must be applied within
one hour after mixing the seed with fertilizer.
3. Use the in.oculant prepared specifically for any legume being seeded. Twice the recommended
rate. will be used when seeded dry with conventional equipment and four times the recom-
mended rate when seeded with hydraulic equipment.
4. Mulching - Mulch all permanent seedings on critical areas immediately after seeding unless
sufficient mulch is present from previous temporary vegetation grown. Mulch is essential
to protect seedlings and area from erosion until plant cover is established. Refer to
MULCHING specifications for kinds, amounts and anchoring mulch.
5. Irrigation - Supplementary irrigation will speed up the establishment of plant cover most
seasons and -may prevent failure of seedings not made at optimum planting date or seedings
on adverse site conditions. Where irrigation is used, water must be applied at a rate
that will not cause soil movement.
D. Treatment after seeding and maintenance is the most important controllable factor in retaining
an effective vegetative cover. The kind of grass or grass -legume, soil, weather and the level
of management one desires to give a seeding determine the fertilization needed after the first
year.
REVISIONS
CITY OF WASHINGTON, N.C.
DATEAPtovm:

r� , � � � r sr rr �r r �r ��i r r� rr rr r r r■�i '�r r
1. Repairs Inspect.all seeded areas and make necessary repairs or reseedings within the
planting season, if possible. If stand should be over 60% damaged, re-establish following
original lime, fertilizer and seeding recommendations.
2. Control weed growth during establishment mechanically and/or with herbicides. When chemicals
are used, follow current. North Carolina Agricultural Experiment,Station's weed control
recommendations and adhere strictly to instructionson the label.
PLANTS AND MIXTURES
l/
1. Pensacola Bahiagrass
2. Wilmington Bahiagrass
J EVMQVS
PERMANENT SEEDINGS
PLANTING RATES/ACRES
2/
40-50 lbs.
40-50 lbs.
PLANTING DATES NOTES
1. Coastal Plain Area
1. Mar. 15-June 15 Adapted
south of
line - from
Rockingham
to Washing-
ton, N.C.
1. Mar. 15-June 15 Adapted
south of
line - from
Shelby,
Greensboro,
Elizabeth
City, N. C.
DATE APPROVED. --I.
CITY OF WASHINGTON, N.C.
Iwin, mei

PLANTS AND MIXTURES
PLANTING
RATES/ACRES
PLANTING DATES
NOTES
3.
Common Bermudagrass,
8-12
lbs.
1.
April -July
Bermuda
(hulled)
stands
traffic, does
not tolerate
shade. In
4.
Common Bermudagrass
15-20
lbs.
1.
January -March
mountains
(unhulled
keep under
�•
2,000 eleva-
tion, on well -
drained sunny
sites. Refer
to specifica-
tions for
SODDING AND
SPRIGGING
5.
Sericea Lespedeza
40-50
lbs.
1.
March -June
Lovegrass pro -
(scarified)
vides quick
Weeping Lovegrass
4-5
lbs.
protective
cover.
6.
Sericea Lespedeza
40-50
lbs.
1.
March -June
Bermuda pro -
(scarified),
vides quick
Common Bermudagrass
6-8
lbs.
cover, spreads
(hulled)
and heals in
open areas.
7.
Sericea Lespedeza
40-50
lbs.
1.
March -April
Scarified
(scarified)
Sericea may
Tall Fescue
25-30
be spring
seeded on
Fescue that wa:
REVISIONS
seeded the
previous fall.
DATE
CITY OF WASHINGTON., N.C.

rd
PLANTS AND MIXTURES
PLANTING
RATES/ACRES
PLANTING DATES
NOTES
Fescue that
was seeded
the previous
fall.
8. Sericea Lespedeza
50-60
lbs.
1. Dec. -Feb.
If Sericea
(unscarified)
seed unavail-
Tall Fescue
25-30
lbs.
able at plant-
ing time, it
may be over -
seeded on
Fescue later
in the winter.
9. Sericea Lespedeza
60-70
lbs.
1. Sept. -Jan.
Include summer
(unhulled-unscarified)
•annuals in
Tall Fescue
20-30
lbs.
early seedings
Millet or Sudan
15-20
lbs.
only. If
Sudan growth
exceeds 10
inches, mow.
10. Sericea Lespedeza
60-70
lbs.
1. Sept. -Dec.
Rye used to
(unhulled-unscarified)
provide
Common Bermuda
10
lbs.
quicker cover
(unhulled)
and help hold
Rye
25
lbs.
mulch. Mow
rye when
growth exceeds
10 inches
height.
I REVISIONS
CITY OF WASHINGTON, " N.C.
DA E APPROVED:

PLANTS AND MIXTURES
11. Tall Fescue
PLANTING RATES/ACRES
40-60 lbs.
12. Tall Fescue 30-50 lbs.
and
White Clover 3-4 lbs.
13. Tall Fescue
and
Brown Millet
or
Sorghum -Sudan
Hybrids
60 lbs.
35 lbs.
30 lbs.
PLANTING DATES
1. Sept. -Nov.
1. Sept. -Nov.
1. Aug. -Sept.
NOTES
Not well
suited to
infertile,
droughty,
sandy soils,
Requires good
maintenance.
Good shade
tolerance.
Double seeding
rate for lawn
quality turf.
Can be used
where regular
..mowing is
desired and
high level of
maintenance
will be pro-
vided.
Keep anfivals
cut back to
10-12 inches.
auirs
CITY OF WASHINGTON., N.C.

M )m M M M M M M �� M M= Mlim=i" Nm M
PLANTS AND MIXTURES
PLANTING
RATES/ACRES
PLANTING DATES
NOTES
14. Tall Fescue
70
lbs.
1. Dec. -Jan.
Use only when
and
necessary to
Rye
25
lbs.
complete a
job. Mulching
will be
necessary to
provide ero-
sion control.
Keep annuals
'
cut back to
.
10"-12".
15. Weeping Lovegrass
4-5
lbs.
1. March -June
Gives quick
summer cover
- well adapted
to droughty
sites - best
in mixtures
with Sericea
Lespedeza.
Tends to be-
come clumpy
with age.
1/ There will be conditions and
interest that
will warrant the
use of other plants or
mixtures not
listed in the above table.
Their use should be evaluated
for each site.
REVISIONS
CITY OF WASHINGTON, N.C.
mo;

2/ Some rules of thumb for conversions:
Lbs./Ac. x .023 = Lbs/1,000 sq. ft.
Sq. ft. of area x .000023 - Acres (valid up to 10 acres)
D. 3. Lime
Apply lime according to soil test recommendations for plants being grown. In the absence
of a soil test, apply lime from October to March every 4-5 years at rate of 2 tons per acre
(100 lbs/1,000 sq. ft.)
4. Fertilizer
l Permanent seedings will be fertilized the next growing season after planting. For the warm
season plants, this would be early spring (bermuda, sericea, etc.); for the cool season
plants, early fall or early spring (tall fescue, etc.)
REVISIONS
Follow a regular fertilizer program based on soil test reports and use being made,of the
vegetative cover. The following fertilization guide is the minimum level that can be
expected to maintain land cover. For a quality turf that is mowed regularly, or is subject
to heavy use and/or irrigated, much higher fertilization rates will be required.
a. Stand.is primarily Tall Fescue, and similar cool season plants. Apply 500 pounds per
acre (12 pounds per 1,000 square feet) of 10-10-10, or its equivalent in early fall
annually.' Additional fertilization with nitrogen or a complete fertilizer is needed irr
early spring.
To reduce incidence of leaf diseases, do not apply Non Fescue from May to mid August in
hot humid areas.
b. Stands of Bermuda, Bahia, Lovegrass, and similar warm season grasses. Apply 500 pounds
per acre (12 pounds per 1,000 square feet) of 10-10-10 fertilizer or equivalent when the
a4TE AP ovEn:
CITY OF WASHINGTON, N.C.
MM

L-1
mir) m M M M M M m ('i- M M M M
\_ _
plants start to green up in the spring. Topdress with 60-90 pounds of nitrogen per acre
(1-2 pounds per 1,000 square feet)during the growing season. When the higher rate is
used, apply in split applications.
c. Stands of Sericea Lespedeza and similar legumes. Fertilize in early spring with 500
pounds of 0-10-20, (12 pounds per 1,000 sq. ft.) or equivalent per acre, every 2-4 years.
d. Mixtures of Sericea Lespedeza, Fescue, Lovegrass,_ or Bermuda rE ass. Fertilize in early
spring with 500 pounds per acre (12 pounds per 1,000 sq. ft.) of 5-10-10 or equivalent
every 2-3 years. In Fescue-Sericea Lespedeza mixture, apply in the fall if the Sericea
Lespedeza is developing better than the Fescue.
e. Fescue -White Clover and similar mixtures.: Apply
1,000 sq. ft.) of 0-20-20 or equivalent in early
nitrogen or complete fertilizer will be needed in
balance.. Where grass is crowding out the clover,
of nitrogen.
5, Mowing
REVISIONS
500 pounds per acre (12 pounds per
fall. An additional application of
the spring to keep plants lush and in
reduce or eliminate spring application
Mow Sericea Lespedeza, or Sericea grass mixtures only after frost or sericea seed are
mature. (Tall Fescue should be mowed not closer than 3 inches: Bahia and the bermudas may
be mowed at any height desired.
Care should be taken not to damage the vegetation mechanically through use of improper ,
mowing equipment or by attempting to mow with heavy equipment on steep slopes when the vege-
tation is lush and slippery or when the ground is soft enough to be rutted by mower or
tractor wheels.
Where.mowing fails to control weeds satisfactorily, apply chemicals in accordance with
current North Carolina Agricultural Experiment Station's weed control recommendations and
adhere strictly to instructions on label.
CITY OF 'WASHINGTON, N.C.
OM

CAUTION: Pesticides are dangerous. Use only as directed and heed all precautions on the
container label. Check the registration number and be sure that the directions for use
include the target pests. Drift from aerial spraying can contaminate nearby crops, lakes,
and reservoirs. Improper use and careless disposal of unused portions can lead to poisoning
of humans, domestic animals, desirable plants, pollinating insects, fish, and wildlife, and
can contaminate water supplies.
REVISIONS
NO. DATE DESCRIPTION
DATE APPROVED:
CITY OF WASHINGTON, N.C.

El
PAVEMENT
DESIGN
■
❑■

DESIGN PROCEDURES
STEP I. Determining the Soil Sup2ort Value (SSV).
Either of the following three alternatives may be used to determine the
soil support value (SSV).
METHOD A - Measure CBR of Soils and Calculate SSV
This is the best method to determine the actual characteristic of the
subgrade base material and will require a certified labo.ratory CBR
(California Bearing Ratio) test by an approved.soil laboratory. The
CBR test should be performed in accordance with AASHTO designation T193
(latest edition) with the exception that if the required soil
compaction density to be used during construction is known, only one
specimen needs to be tested at the required density for each soil type.
A sufficient number of CBR tests shall be made to insure coverage
in the range of soil conditions encountered in the area to be paved.
(REVISIONS
NO.1 DATE I DESCRIPTION
CITY OF WASHINGTON, N.C.
DATE APPROVED:

MIAM M M r M M M M M M M
STEP 11. Derive the Design AVERAGE DAILY TRAFFIC (ADT)
An average daily traffic (ADT) shall be determined according to
Table 10-2 for residential streets. A design average daily traffic
(ADT) shall be calculated according to the following formula:
ADT ADT + (G X ADT)
2
G = (1 + i)n
i = fractional rate of yearly increase
n = design life of pavement
(See Table 10-3)
STEP III. Determine N (See Table 10-4)
STEP IV. Determine the STRUCTURAL NUMBER (SN)
Go to Figure 10-1,2,3,4 (for the City of Washington, use Figure 10-2; 10-year
design lifee). From these figures, derive a structural number (SN) for the,
pavement section. For collector streets, add 1.0 to the structural number;
for minor thoroughfares, add 1.5 to the structural number; and for major
thoroughfares, add 2.0 to the structural number.
REVLcaONS
NO.1 DATE if DESCPoPTM
CITY OF WASHINGTON, N.C.
' LV:7E APPRL+'��7:

I
O
STEP V. Determine Pavement Section
RE'VMON.S
Design the pavement according to Table 10-S such that the structural number
obtained using Table 10-5 will be equal to or greater than the structural
number derived in Step IV. To use Table 10-5, multiply the thickness (in
inches) of the various components of the pavement section (Base Course,
Binder Course, and Surface Course) by the corresponding structural coeffi-
cient and total the results. The total must be equal to or greater than the
structural number derived in Step IV. This will be the minimum -pavement
design g1lowable for the particular street in question.
s
CITY OF WASHINGTON, N.C.
curE OVM-*,

M
REVISIONS
CONSTRUCTION CONSIDERATIONS
Subgrade Preparation
1. If Method A or C was used to obtain the SSV in Step 1 of the
DESIGN PROCEDURES, the soils below the pavement subgrade must
be compacted during construction to a density equal to or
greater than the density at which the CBR test was performed.
If Method A was used, the upper 12 inches of soil below the
pavement section must be compacted. If Method C was used, the
upper 18 inohes of soil below the pavement,:section must be
compacted. At least one in. -place density test must be
performed per 100 linear feet of street in accordance with
AASHTO designation T191, T204, T205, or T238 (latest edition)
by an approved soils laboratory. The test results shall
be submitted to and approved by the Engineering Department
before the street is paved.
CITY OF WASHINGTON, N.C.
IL
.11
CATE aPPRov£v:
I�i

REVISIONS
2. No pavement shall be placed without prior inspection by the
Engineering Department. The inspection shall include, but not
be limited to proofrolling the prepared subgrade with a
rubber -tired proofroller (loaded dump truck) and have a minimum
gross weight of at least 20,000 pounds under the observation of
a representative of the Engineering Department. Proofrolling
must be done within ten days prior to placement of the asphalt.
The proofroller and operator shall be furnished by the,
developer. All areas of the subgrade shall.be covered by the
wheels of the proofroller operating at walking speed (two to
three miles per hour). Any areas which rut or pump excessively
under the wheels of the proofroller shall be repaired by the
developer before the street is paved. If the developer
disagrees with the Engineering Department about the need for
repairs to the subgrade, the developer may hire a registered
professional engineer to perform CBR tests on the prepared
subgrade. If the registered professional engineer certifies
that the subgrade will provide adequate support for design
11
WTE APPROVED:
Ma
CITY OF WASHINGTON, N.C.

M ■w-)M M M M M M M 'MM M M M M M M M4= M
r--
REVISIONS
pavement section and the anticipated traffic loading for the
15-year design life of the street, the street may be paved
without making repairs to the subgrade.
Pavement Structure
1. No pavement section shall be placed in a one course paving
operation without prior approval of the city engineer.
2. If soil type base course is used as part of the pavement.
structure, it shall be placed according to Section 530 and Section
910-5 of the N. C. Department of Transportation Standard
Specifications for Roads and Structures. All required testing
shall be performed by an approved independent testing
laboratory with, the following testing frequency: one gradation
and plasticity index test per 1500 square yards of material and
one density test per 2000 square feet of surface area.
CITY OF WASHINGTON, N.C.
iMTE APPROVW:
_M

MAINTENANCE
The developer is responsible for maintenance and repairs of streets until such
time as the City accepts responsibility for permanent maintenance. Upon
completion of all improvements, the developer may submit a letter to the city
engineer, accompanied by a metes and bounds survey map -of the streets to be
accepted, requesting that the City accept said streets. The City Council may
at that time accept responsibility of said streets. .
REVISIONS
aare APPWVM /
SM NO. REV.
CITY OF WASHINGTON, N.C.

okN ism M M M M M M'MM M M M M M M M ON
I REVISIONS
The following minimum testing is required:
(1) Soil Borings - Perform soil borings with a maximum spacing of 250
linear feet and with at least four borings in each separate
street area and with at least one boring in each soil type area
identified in the soil survey map of Beaufort County Each boring
shall extend at least two feet below the finished subgrade
elevation.
(2) CBR Tests - A CBR test shall be performed on each soil type which
will be within two feet of the finished subgrade elevation. If
off-site soils are used as fill, CBR tests shall also be
performed on each soil type which will occur in the upper two
feet below pavement subgrade.
CITY OF WASHINGTON, N.C.
WE aPPRovFn:
M

REVISIONS
NOTE:
M M M M M }00 M M M M M M No�010
Method B is generally much more conservative
than Method A and will usually require a thicker
pavement section.
METHOD C: Measure CBR of Soils to be Used as Fill and
Calculate SSV
If the SSV of the soil types at the pavement subgrade level, as
determined by either Method A or B, result in an uneconomical pavement
section, the developer has the option of undercutting the existing
soils to a depth of' at least 18 inches• below finished pavement subgrade
elevations and backfilling with better soils. The SSV is then deter-
mined by performing a CBR•test on each soil type used for backfilling
and by calculating the SSV from the measured CBR values. The subgrade
soils must be prepared as outlined in the "Construction Considerations"
section of this manual.
CITY OF WASHINGTON, N.C.
DATE APPROVED:

M, 00Jam■ M M M M M M Eli M M M M M ■i■■ M - MN
EXAMPLE: DEVELOPMENT CONSISTING OF 100 LOTS IN R-9 ZONING CLASSIFICATION. NO CBR TEST
AVAILABLE - SOIL TYPE A-3 FROM BEAUFORT COUNTY SOIL SURVEY. ASSUME NORMAL TRUCK LOADING.
DESIGN FOR FULL DEVELOPMENT AND 15 YEAR DESIGN LIFE.
SOLUTION:
STEP 1 - Determine the Soil Support Value (SSV) since a CBR is not*available and
therefore the formula SSV = 5.32 (log CBR) - 1.52 cannot be used, go to Table 10-la
to get a SSV.
SSV = 3.5
STEP 2 - Derive the Design Average Daily Traffic (ADT).
Table 10-2.implies a trip/day/dwelling factor of 8.2 for a R-9•zone classi-
fication, therefore:
8.2 x 100 lots = 820 trips/day = ADT
Using the equation ADT = ADT + (G x ADT) in conjunction with Table 10-3
2
assuming fully developed subdivision which implies 0.52 annual increase
in traffic.
ADT 820 + (1.05 x 820) = 840 trip/day
2 .
STEP 3 - Determine N
Use Table 10-4 or the equation on standard number 40.21 to get an-N of
approximately 14.
I REVISIONS
NO.1 DATE I DESCPoPTION
CITY OF WASHINGTON, N.C.
WE APPROVED:
w=211� -
o

M
REVISIONS
STEP 4 - Determine the Structural No. (SN)
Go to Figure 10-2 with a SSV of 3.5 and a N of 14 SN - 2.02
STEP 5 - Determine Pavement Section
Go to Table 10-5 and try different sections
(a) Trial 1 - 6" CABC 6 x 0.14 = 0.84
2:5" I-2 2.5 x 0.44 - 1.10
1.94
1.94 < 2.02 DESIGN INSUFFICIENT
(b) Trial 2 - 6" CABC 6 x 0.14 = 0.84
3" I-2 3 x 0.44 = 1.32
2.16
2.16?2.08 " DESIGN OK
(c) Trial 3 - 4" CABC 4 x 0.14 = 0.56
2.5" Binder Type H 2.5 x 0.44 = 1.10
1" I-2 1 x 0.44 = 0.44
2.10
2.10 > 2.02 DESIGN OK
DATE APPROVED:
CITY OF WASHINGTON, N.C.

rFICIENT NUMBER OF LABORATORY CBR'S (CALIFORNIA BEaAING RATIO) TO
COVER THE F.ANGE OF SOIL CONDITIONS ENCOUNTERED WITHIN THE AREA TO BE
PAVED SHALL BE BADE.
CERTIFICATION AND A REPORT OF SAID TESTS SHALL BE SUBMITTED TO THE
CITY ENGINEERING DEPARTMENT BY AN APPROVED SOILS LABORATORY.
IN LIEU OF, THE DESIGNER SHALL SUBMIT TO THE CITY ENGINEERING DEPART-
MENT A LIST OF THE SOIL TYPES ENCOUNTERED WITHIN THE AREA TO BE PAVED
ACCORDING TO THE BEAUFORT COUNTY SOIL. SURVEY.'' • AS PUBLISHED BY THE SOIL
CONSERVATION SERVICE.
A COPY OF THE SOIL SURVEY MAP WITH THE BOUNDARIES OF THE SUBDIVISION
AND AREAS TO BE PAVED, SUBSCRIBED THEREON, SHALL ALSO BE SUBMITTED.
FROM THIS, INFORMATION, THE SOIL SUPPORT VALUE ACCORDING TO TABLE 10-1A
SHALL BE ASSIGNED.
TABLE iO-lb
CALIFORNIA BEARING RATIO (CBR)
2 3 4 5 6 7 89 10 15 20 25 30 40 50 60 70 8090100
AASHO SOIL CLASSIFICATION Ll
BUREAU OF PUBLIC ROADS A- IO
A -lb i
11 A-2- - -
•A-2-6 A-2-7
A-3
A- 4
A-5
A- 6 I
A-7-6 A-7-6'
TABLE 10-10 IS A VERY CONSERVATIVE DERIVATION OF TABLE 10-2b. THE LOWEST
CBR FOR EACH SOIL TYPE WAS USED TO CALCULATE THE ASSOCIATED SSV.
REVISIONS
TABLE 10 =1
RESIDENTIAL STREET SECTION DESIGN
CITY OF WASHINGTON, N.C.
TABLE i0-ia
AASHO
SOIL
CLASSIFICATION
ASSIGNED
SOIL SUPPORT
VALUE
(SSV)
A-1—o
4.2 )6
A—I—b
4.2
A —3
3.5
A-2 —4
4.2
A-2 —5
4.2
A-2-6
3.4
A-2 —7
3.4
A-4
1.0
A —5
1.0
A —6
1.0
A —7-5
1.0
A-7-6
1.0
K SUGGESTED MAXIMUM SSV BY N.CDOT.
WITHOUT CBR TEST ALTHOUGH AASHO
SOIL CLASSIFICATION INDICATES
HIGHER.
DATE APPROVED:

m
GENERATION
THE FOLLOWING SHALL BE USED TO DETERMINE THE "AVERAGE DAILY TRAFFIC" (ADT) WITHIN NEW RESIDENTIAL DEVELOPMENTS.
THE DESIGN LIFE FOR ALL PAVEMENTS SHALL BE A MINIMUM OF 15 YEARS. THE FOLLOWING FACTORS SHALL BE USED
ON A PER LOT BASIS, PER DWELLING UNIT BASIS, PER USE BASIS, OR CALCULATED ON THE MAXIMUM DENSITY, WHICHEVER
WILL GENERATE THE GREATEST NUMBER OF TRIPS. FACTORS FOR AREAS ZONED OTHER THAN RESIDENTIAL SHALL BE
ASSIGNED FACTORS ON AN INDIVIDUAL BASIS BY THE CITY ENGINEERING DEPARTMENT, USING THE TRIP GENERATION
INTENSITY FACTORS AND SUPPLEMENTS THEREOF PUBLISHED BY THE ARIZONA DEPARTMENT OF TRANSPORTATION AS A
REFERENCE MANUAL.
ONCE THE ADT HAS BEEN CALCULATED, THE'bESIGN AVERAGE DAILY TRAFFIC" (ADT) CAN BE CALCULATED BY USING FORMULA O
BELOW IN CONJUNCTION WITH TABLE 10-4.
ZONE
CLASSIFICATION
TRIPS/DAY/DWELLING
R-6
MULTIFAMILY
6.7
R-9
HIGH DENSITY
8.2
SINGLE FAMILY
R-15
MEDIUM DENSITY
10.0
SINGLE FAMILY
R-20
LOW DENSITY
9.5
SINGLE FAMILY
2� ADT = ADT +2 Gx ADT)
where: ADT = THE 'IDESIGN AVERAGE DAILY TRAFFIC" OR THE AVERAGE DAILY TRAFFIC OVER THE DESIGN LIFE OF
THE PAVEMENT.
ADT = THE4 AVERAGE DAILY TRAFFIC AT FULL DEVELOPMENT. = (TOTAL NUMBER OF DWELLINGS USING THE
STREET AT FULL DEVELOPMENT) x (THE TRIPS/DAY/DWELLING FOR THE ZONE CLASSIFICATION OF
THE DWELLING)
G = GROWTH FACTOR (SEE TABLE 10-3)
REVISIONS
TABLE 10 ,- 2
RESIDENTIAL STREET SECTION DESIGN
CITY OF WASHINGTON, N.C.
DA7FVW:

TRAFFIC
GROWTH
THE ABOVE ARE TYPICAL VALUES. THE ACTUAL
TRAFFIC GROWTH
RATE
FOR A PARTICULAR
FACILITY
MAY VARY SUBSTANTIALLY FROM
THOSE ABOVE.
IF THE DESIGNER
HAS
BETTER INFORMATION AVAILABLE,
HE MAY CALCULATE AN APPROPRIATE GROWTH FACTOR USING
THE FOLLOWING EQUATION D
'
�_(i+inn
where
I = FRACTIONAL
RATE OF
YEARLY INCREASE
n = DESIGN LIFE
OF PAVEMENT
O
ADT= -ADT
+ (G x ADT)
ItEVISlONS
2
NO. DATE DESCPoPTION
TABLE 10 -�3
I
DA7FA �►W: / /
FACILITY
DESCRIPTION
ESTIMATED
YEARLY
INCREASE
GROWTH FACTOR, G
ZO YRS.
15 YRS.
10 YRS,
cJ YRS.
DEAD END STREET.
I °I°
1.22
1.16
1.10
1.05
CONNECTOR STREET
2%
1.49
1.35
1.22
1.11
SUBDIVISION STREET
(a) FULLY DEVELOPED
0.5%
i.l I
1.08
1.05
1.03
(b) 50 % DEVELOPED
4%
2.19
1.80
1.48
1.22
PRINCIPAL COUNTY ROAD
3%
1.81
1.56
1.34
1:16
OTHER COUNTY ROADS
=. 2 %
1.49
1.35
1.22
I . i l
INDUSTRIAL SERVICE ROAD
(a) UNDEVELOPED
6%
3:21
2.40
1.79
134
(b) 50% DEVELOPED
4%
2.19
1.80
1.48
1.22
RESIDENTIAL STREET SECTION DESIGN SM. W. REV
CITY OF WASHINGTON, N.C.

m ■a"') m m m im m m m r* m m m m m mml�_ )m
TABULATED VALUES ASSUMES 1% OF TRAFFIC
IS COMPOSED OF TRUCK -TRACTOR SEMI -TRAILER
(TTST) AND 4% SINGLE -AXLE DUAL -TIRE
VEHICLES. WHEN THE DESIGNER HAS A
BETTER ESTIMATE OF THE ACTUAL TRAFFIC
HE SHOULD USE THE FORMULA
N='ADT (0.25 100 + 0.60 100
WHERE X= PERCENT DUALS AND Y=PERCENT
TTST USING THE PAVEMENT.
N IS A FUNCTION OF THE NUMBER OF TRUCKS.
REVISIONS
_EQUIVALENT
N AND A D T
N
ADT
200
12 500
100
6,250
80
51 000
40
2 500
30
11875.
25
1,562
20
17250
15
937
10
625
5
312
4
250
3
187
2
125
1
63
TABLE 10 -4.
DA7F APPR0VM
RESIDENTIAL STREET SECTION DESIGN STD. NO. REV.
CITY OF WASHINGTON, N.C.

m mi:") m m m m m m m 1" mw m m m m m m N I=
PAVEMENT LAYER
SURFACE COURSES
STRUCTURAL COEFFICIENTS
STRUCTURAL COEFFICIENT
TYPE OF MATERIAL PER INCH OF THICKNESS
SAND ASPHALT 0.40
BITUMINOUS CONCRETE TYPE I-2 0.44
BITUMINOUS SURFACE TREATMENT 0.20 CIE
I BINDER COURSE BITUMINOUS CONCRETE TYPE H 0.44
BASE COURSES SOIL TYPE BASE COURSE 0.10
COURSE AGGREGATE BASE COURSE 0.14
BITUMINOUS CONCRETE TYPE HB 0.30
SAND ASPHALT 0.30
I REVIS 0NS * USE AS SHOWN. DO NOT MULTIPLY BY THICKNESS.
TABLE 10 - 5
WE APPROVED:
RESIDENTIAL STREET SECTION DESIGN STD. NO.
CITY OF WASHINGTON, N.C.

sib".) = = = = = = m �Mft = m IM = = = M M M
NO
SN BELOW 1.72 FOR POOR TO FAIR SUBGRADE SOILS
NOR 1.48
FOR
GOOD TO EXCELLENT SUBGRADE
SOILS SHOULD' BE USED.
1.95
( N ) 0.151
5 * YEAR DESIGN
LIFE
S" - 0.14)
SSV
^
U
5
v
_
U)
,
W
4
m
N = 200
�
- N=�100
z
- N = 80,
N=40
N = 20
--1
Q
3'
N = 1 0
N=5
N=4
N=3
N = 2
U
N= I
2
II
4111111
2. 3 111411114
4 @&1 lilts
5 1 I'll
0 6 1-114
7 8
EVIMONS
SOIL
SUPPORT
VALUE
(SSV)
DATE
DESCRIPTION
rNO.
FIGURE
10 —1
.. C„E,,ff`AsOVM:
RESIDENTIAL STREET SECTION DESIGN STD W. /?L-
CITY OF WASHINGTON, N.C. 1-1

M. M.. ; m m m m m m M `M m m m m 1 � � �
NO
SN BELOW 1.72 FOR POOR TO FAIR SUBGRADE SOILS
NOR 1.48
FOR G00n TO EXCELLENT SUBGRADE
SOILS SHOULD BE USED.
2.17
0.15I
(N)
SN=
10 YEAR DESIGN
LIFE
ssv
5
Z
cn
v
UM)
Ld
CIO
N = 200
N = 100
N = 80
— N=40
Z
N = 20
3
A= 10
—I
- R = 5
Q
N=4
Z)
N=2
U
2
ZD
_ _
—
.72
cr-
1.4
I—
i
2 3
4
5
6 7
8
REVISIONS
SOIL
SUPPORT
VALUE
(SSV)
NO. DATE
DESCRIPTION
FIGURE10
- 2
a4IEAPMOVM:
RESIDENTIAL STREET SECTION DESIGN STD. NO I REV.
CITY OF WASHINGTON, N.C.

NO
SN BELOW 1.72 FOR POOR TO FAIR SUBGRADE SOILS
NOR 1.48
FOR
GOOD TO EXCELLENT SUBGRADE
SOILS SHOULD BE USED.
2.33 (N ) 0.151
S" _
15 YEAR DESIGN
LIFE
014) SS
Z
5
v
1.1..1
(�
4
N=200
N = 100
Z
N = 80
N=40
J
N = 20
Q
3
'
N= to
N = 5
N=4
= 3
�
_N
N=2
U
t)
I111
3.
4
5 4 -4--f 6 7
8
REVISIONS
SOIL
SUPPORT
VALUE (SSV)
NO. DATE
DESCRIPTION
FIGURE
10 — 3
a4TE,VED:
RESIDENTIAL STREET SECTION DESIGN
CITY OF WASHINGTON, N.C.
mm

z
I
I
REVISIONS
NO SN BELOW 1.72 FOR POOR TO FAIR SUBGRADE SOILS NOR 1.48
FOR GOOD TO EXCELLENT SUBGRADE SOILS SHOULD BE USED.
20 YEAR DESIGN LIFE
SN= 2.41 (N) 0.151
(1.14)SSV
SOIL SUPPORT VALUE (SSV)
FIGURE 10 - 4
RESIDENTIAL STREET SECTION DESIGN
CITY OF WASHINGTON, N.C.
N=200
N = 100
N = 80
N_ = 40
N=20
N= 10
N=5
N=4
N=3
N=2
N=1
DATE APPROVED:
mm

■ W) m m m = = = MCI* = = = m = = " ; M
100 100
90 90
80 80,
70 70
60 60
50 SSV=5.32 LOG. CBR -1.52 50
40 40
30 30
20 20
10 10
M 9 8 W
L.iJ e U
U 7 7
6 6
5 5
4 4
3
REVISIONS 2
NO. DATE DESCMPTION
FIGURE10 - 5 a47F,4PlWO,M: , ,
RESIDENTIAL STREET SECTION DESIGN
CITY OF WASHINGTON, N.C.
i
I=

m m m . m mm m m M-M m m m m m m m m lim

PROPERTY PROPERTY
LINE t „ DRIVEWAY WIDTH. VARIES 5_O„ LINE
W(10 MIN.-22'MAX.) MIN.
R .O. W. B
� ' I
4RIW
IN. TO to
A E.MAX__CURB HIM
GUTTER VEL CURB TO MEET;DRIVEWAY FAVEMENT00 o
I _
(10'MIN.-24'MAXa
DRIVEWAY WIDTH + 2L0" MIN.- I0=0"MAX _ J O" I2=d'I
PROPERTY
REVIMONS
BJ
PLAN
PROPERTY
SECTION A —A
6" VARIES
2=0"
4'1 l
GUTTER 2"
FLOW LINE -oodeo.• ' to
A
r
DRIVEWAY DETAIL -RESIDENTIAL sm w REv.
CITY OF WASHINGTON, 1.

� lid... � � � � � � � � (' ii � � � � � � ■%� ' � �
LINE LINE
5�-d' DRIVEWAY WIDTH VARIES
EXP. JT. R.O. W (12� 6 5 MAX.) EXFANSION JONT
Y
I c o
i 8 , &i •
q H PERMISSIBLE CONCURB S TIC .jwE--�"1 �\ q
I BEVEL CURB TO MEETIDRIVEWAY PAVEMENT I
GUTTER
(14�MIN 37'MAXJ
2-0. 2-0 DRIVEWAY WIDTH + 2!-0"
B.0-1
PLAN
5'-d' DRIVEWAY WIDTH VARIES 5-do
VARIES 2=0(12'MIN.- 35' MAX.) 12'2!0�'1.
'- - (I��MIN.) ._ � �- - - - - �- BOCK OF WALK PROFILE- - - - - - - - - - S_ JQ _ CSlRaJ
SECTION A ---A
R
VARIES
2-0 ,
GUTTER 2° V4'/_FT.
FLOW LIN �� - .•, io
2-6"
WE APPROVED:
DRIVEWAY DETAIL -COMMERCIAL
CITY OF WASHINGTON, N.C.
SM AV. WV

BUILDING
z 2w -
J A.
wl�
p ` FRONTAGE
R.O.W.
}
j
W I .;i / fyaj
Lc
TOUTER EDGE OF
EDGE OF TRAVELED WAY :•�;; I Y� SHOULDER
l ','
�---- E wl
SINGLE DRIVEWAY- DIAGRAMMATIC
WITHOUT CURB 4 GUTTER
REVISIONS FOR ILLUSTRATING DEFINITIONS
N0. DATE DESCRIPTION
DATE APPROVED:
DRIVEWAY DETAIL -COMMERCIAL
CITY OF WASHINGTON, N.C.
STD AV. IREv.

�Elk
i
Ir- I y
` ml _Y R
u: l
EDGE OF-
TRk/ELEO WAYS• •' • �L
REVISIONS
BUILDING
w
z
FRONTAGE }
D
G �
K i
_• s +.,. ,fit y, � , x
/ U tFt� 3 w t U`'° OUTER EDGE
OF SHOULDER
W E
DOUBLE DRIVEWAY -DIAGRAMMATIC
WITHOUT CURB 0 GUTTER
FOR ILLUSTRATING DEFINITIONS
DRIVEWAY DETAIL • COMMERCIAL
CITY OF WASHINGTON, N.C.
WE
mm

NOTE NO RESERVED SIGHT
DISTANCE AREA
UILDI G
O 13 01
Z R 'J
C D G
R.O.W.
I•a*F.B.LINES K / J ->•J K tFB.LINE----
,• U U R
1 SHOULDER LINE-Z-yl
�+-- W --►� t — W---�+-E-
MAJOR ROAD
I
DOUBLE DRIVEWAYS TO A CORNER INSTALLATION- DIAGRAMMATIC
FOR ILLUSTRATING DEFINITIONS
I RE vrWC VS
DRIVEWAY DETAIL- COMMERCIAL
CITY OF WASHINGTON, N.C.
mm

r r(�°� r �r r� r rr ■r r■ (r�■ r , rr rri r r ■r r�ii � r rl�
PROPERTY LI NE R - 3' MIN., 20' MAX.
- - - , - - NOTE: KNOCK -DOWN DRIVEWAYS W - 12' MIN., 35' MAX.E - 6' MIN.
ARE PREFERRED. d- 30'MAX.
0 IN
WHEELCHAIR RAMPS TO I I M- 3OMIN.
BE PLACED WHERE I
APPLICABLE.
1 COMMERCIAL I
I (
RETURN MUST BECOME
R.O.W.
TANGENT AT OR BEFORE THIS POINT
_ _ _ I
-- :SIDEWALK `w.r•r •.R ;r! "`
CURB --'--1
W E
I REVISIONS
SINGLE DRIVEWAY COMMERCIAL ESTABLISHMENT -URBAN -CURBED
a47F APP rOVW-
DRIVEWAY DETAIL- COMMERCIAL
STD NO REV.
CITY OF WASHINGTON, N.C.

NOTE: KNOCK -DOWN
DRIVEWAYS ARE
PREFERRED.
WHEELCHAIR RAMPS
TO BE PLACED WHERE
APPLICABLE.
E e MIN.
PROPERTY
LINE_
W 12' MIN., 35'MAX.
R 3' MIN., 20' MAX.
G 12! MIN.
C 40'MIN. , R/W > 60! FOR BOTH
STREETS
C 25!MIN.,R/W <6O FOR ONE OR
I
BOTH STREETS
J 30' MAX.
U 3' MIN., 15' MAX.
S,�
z
K id MAX.
�9'QL/
�
Y 600 MIN.
iDyF
i
G
�
W
a
0
v
c
a
RETURN MUST BECOME TANGENT
AT OR BEFORE THIS POINT
R.O.W.-7
C -----0 �-- W -- --E --� V —G UR B
SINGLE DRIVEWAYS TO A CORNER SERVICE STATION -URBAN- CURBED
REVISIom
DRIVEWAY DETAIL- COMMERCIAL
CITY OF WASHINGTON, N.C.-

NWT m. m m = = = m CIII m m m = = = mo Im m
(VOTE KNOCK- DOWN
DRIVEWAYS' ARE
PREFERRED.
WHEELCHAIR RAMP
TO BE PLACED
WHERE APPLICABLI
REVISIONS
PROPERTY LINE
3
ISERVICE /
STATION
Z I�
a W
H INK*
0D
-� SIDEWALK
E-5'MIN.
_
W -ONE WAY:12' MIN., 30' MAX.
PWO WAY:12' MIN., 35' MAX.
R - MIN., 20 MAX.
i
D-B'MIN.
G-12'MIN.
J - 30' MAX.
K -10' MAX.
Y - 600 MIN.
C-40'MIN., R/W>60' FOR SOT[
STREETS
'
C-25' MIN., R/W460' FOR ONE
OR BOTH STREETS
W
Z
J
}
F-
la
I0
a
RETURN MUST BECOME TANGENI
AT OR BEFORE THIS POINT
Ry0jW.
F. B. LINES R R RR F. B. LINE
W
r RESERVED RIGHT OF WAY SIGHT DISTANCE _ _ CURB
CURB
I
DOUBLE DRIVEWAYS TO A CORNER SERVICE STATION- URBAN
DRIVEWAY DETAIL -COMMERCIAL
CITY OF WASHINGTON, N.C.
a47r APPROVED:
mml

m m m m m m m m m m m m m m m m m m m

Imi.. S' m m m m m Im Im�'= m m m m m mmin m m
Wall to Wall
M
Module
add :� to stall width
on end stall. -�
0
x x � CURB
0
a
r ,
1
Al
1
`x x.<
C 0 E
Wall. to Interlock Interlocking
F G
Module Module
i X= Stall not accessible in certain layouts.
REVLSIONS
T
J
T
Interlock to curb
H I
Module
PARKING DIMENSIONS.
CITY OF WASHINGTON, N.C.
DATE APPROVED:

b
V"
(
0'
Z7v
10.6
124.0*125.0
12.0
12.7
13A
8.7
120.4122.0
9.8
10.4
10.9
7.8
8.8
[9.3
9.8
7.5
8.5
19.0
9.5
Stall width, parallel to aisle A
25.0
25.0
22.0
220
17.9
20.0
20.0
20.0
16.0
18.5
18.5
16.5
Stall length of line B
Stall depth of line C
17017.7
17.7
17.7
17.7
19. 01
19.0
19.0
17.2
19.3
193
193
16.0
18.5
18.5
18.5
11.0
13.0
12.0
11.0
14.0
18.0
16.0
15.0
17.4
25.0
23.0
22.0
20.0
28.0
26.0
25.0
Aisle width between stoil lines D
Stall depth, interlock E
14.3
14.7
14b
14.3
15.8
16.9
16.8
16.6
16.2
18.2
18.1
18.1
16.0
18.5
18.5
18.5
423
454
44.2
43.0
47.5
53.9
51.6
50.6
5Q8
60.9
60.4
59A
52.0
65.0
63.0
62.0
Module, wall to inierlock F
Module, interlocking G
39.6
42.4
41.0
39.6
45.6
51.8
49.6
482
49.2
61.4
159.258.2
.1520
65.0
63.0
62.0
40.3
43.4
422
41.0
45.2
51.6
49.5
48.3
48.3
58.4
57.9
56.9
49.5
62.5
60.5
59.5
Module, interlock to curb face H
Bumper overhang (typical) I
2.0
2.0
2.0
2.0
2.3
2.3
2.3
2.3
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
5.3 '
6.0
-6.4
6.7
1.9
2.1
2.3
2.4
0.5
0.6
0.6
0.6
0.0.
0.0.
0.0
0.0
Offset J
11.7
11.7
11.3
11.0
8.2
9.0
8.8
8.7
4:5
4.6
4.6
4.6
0.0
0.0
0.0
0.0
Setback K
Cross aisle, one way LI
13 '
14
14
14
13
14
14
14
13
14
14
14
13
14
14
14
22
24
24
24
22
24
24
24
22
24
24
24
22
24
24.
24
Cross aisle, two way L2
Module,watl to wall M
45.0
48A
47.4
46.4
49.4
56.0
54.0
53.0
51.8
63.6
61.6
60.6
52.0
65.0
63.0
62.0
o
U)
r
co
O,
a-
Q
to
ram-
U
06
O
6
Ci
C
�0
t1�
r~
00
O
Q)
U
Q;
30
ti
U.
U.
O
In
Qj
REVLSION,S .J=
NO. DATE DESCRIPTION J
Q p
i
DATE APPROVED:
/
MINIMUM PARKING DIMENSIONS.
CITY OF WASHINGTON, N.C.