HomeMy WebLinkAboutSDP201400038 Plan - Approved 2014-07-18FAITH
PROJECT SITE DATA
Name of Develo ment: Faith Christian Center International
Name of Owner %Developer: Faith Christian Center International, attn. Pastor Wayne Frye
Tax Map /Parcel Number: TMP 07800- 00- 00 -047AO
Parcel 47A; 9.48 acres, DB:3958, PG:27
Zoning: Rural area with a special use permit for a church and daycare
Waviers requested and approved: Stream buffer, critical slopes
Magisterial District: Scottsville
County /State: Albemarle County, VA
Source of Topography: Field run by Roger W. Ray & Associates, Inc.
Source of Survey: Roger W. Ray & Associates, Inc.
Existing Use: Vacant, previously Sleepy Hollow Trailer Park
Proposed Use: New church building (0.43 acres), daycare and supporting items.
Floor area ratio and lot coverage:
Floor area = 18,875 sf or 0.43 acres
Lot size = 9.4825 acres
Rat io= 0.43/9.4825 =0.045 or 4.5%
A business sign will be located near Rt. 250 in accordance with the zoning ordinance.
Maximum amount of paved park ing/c ircu lat ion=0.8743 acres.
SETBACKS
Setbacks:
Adjacent to public streets:
30' building setback
10' parking setback
Adjacent to residential and rural districts:
50' building setback
20' parking setback
Buffer zone adjacent to residential and rural districts:
20' undisturbed buffer with exceptions in accordance with 21.7.3
PARKING SCHEDULE
Required: 3 parking spaces /seat: 399 seats /3 =i33 spaces
Provided: 133 spaces (8 hc, 125 regular)
TRIP GENERATION WEEKDAY
ITE AM PEAK HR PM PEAK HR
LAND USE CODE AMOUNT UNITS ADT IN OUT TOTAL IN OUT TOTAL
Church 560 16,198 SF 148 6 3 9 4 5 9
Daycare 565 120 students 538 49 44 93 42 47 89
Total: 685 55 47 102 46 52 98
Source: Turn Lane Analysis Report by The Timmons Group
Trip Generation Handbook, 8th ed, ITE
_ I_ I
1�
i
� � Q
i\ \
r �
r� \
o�
e�
4
1,500' to Inn Drive \ \
2184 Richmond Road, Albemarle County, Virginia
TAX MAP 78, PARCELS 47A
APPLICATION NUMBER SP - 2007 - 28 (Church)
APPLICATION NUMBER SP - 2007 - 29 (Daycare)
IT�TT3
C 1.0 - Cover sheet
C2.0 - Ex. Topography & Demolition -South
C2.1 - Ex. Topography & Demolition-Middle
C2.2 - Ex. Topography & Demolition -North
C3.0 - Entrance /Route 250 Improvements /Sight Triangles -West
C3.1 - Entrance /Route 250 Improvements /Sight Triangles -East
C4.0 - Site Plan -South
C4.1 - Site Plan - Middle
C4.2 - Site Plan -North
C5.0 - Landscape Plan
C6.0 - Lighting Plan
C7.0 - Site Notes & Details
S1 - Segmental Retaining Wall Design (by DMWPV)
S2 - Segmental Retaining Wall Design (by DMWPV)
S3 - Segmental Retaining Wall Design (by DMWPV)
BUILDING HEIGHT
Less than 35 -feet
Basement and i story on the front and west side
Basement and 2 stories on the back and east side
PROPOSED LAND COVERAGE
New building=
0.4333
acres
(18 „875
sf)
New pavement=
1.4750
acres
(64.251
sf)
New well access=
0.0428
acres
(1 „864
sf)
New sidewalk=
0.2001
acres
(8.716
sf)
New walls=
0.0264
acres
(1,150
sf)
Open space=
7.3049
acres
(318.201
sf)
Lot size=
9.4825
acres
2.
The maximum number of children shall not exceed one hundred twenty (120) or the number of
FLOOD ZONES
This property is not located within a defined 100 year flood
zone or floodway.
WATER & SANITARY SERVICES
Well and septic field.
All materials and construction methods are to comply with the
requirements as outlined in the regulations used by the
Health Department.
ELECTRIC / TELEPHONE / CABLE TV
All service lines for electricity, telephone and cable TV are to
be installed underground. Care is to be taken to assure their
location does not conflict with any other aspects of the
proposed site plan.
Sign (s) will be placed in accordance
Albemarle County Zoning Ordinance.
LEGEND
Ex.- Existing
T.B.R.-To Be Removed
dbl.- double
with Section 4.15 of the
EIRE PROTECTION
This site is not in the ACSA Jurisdictional Area. However, a
public fire hydrant is located approximately 150 east of the
entrance on the north side of Rt. 250. The building will
have a sprinkler system.
I -P7•«
Screened dumpster.
IMPACT AREAS
i -his
site
is
not within
a reservoir watershed.
This
site
is
not located
within a defined 100 -year flood zone.
This
site
is
not within
the Airport Impact Area.
This
site
is
not within
a Development Area.
This
site
is
along an Entrance Corridor
CRITICAL
SLOPES
The site does have critical slopes. However, the improvements
have been placed to minimize the impact.
�.YPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNEPJZONING
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RE SCUE
ALBEMARL_E COUNTY SERVICE ., z;THORITY
VIRGINIA DEPARMENT OF TRANSt'ORTATION
HEALTH DEPARTMENT
REGARDING SP- 2007 -00029 FAITH CHRISTIAN CHURCH /DAYCARE
1. Development of the use shall be in accord with the conceptual plan titled "Fa h Chri tiaXen
er
International Special Use Permit-'
ermit - Concept Plan" prepared by Brian P. Smith Civ ngi g,
DI NG SP- 2007 -00028 FAITH CHRISTIAN CHURCH Inc., and dated May 13, 2010 (hereafter "Conceptual Plan "), as deternnined by e Director of
Development of the use shall be in accord with the conceptual plan titled "Faith Christian Center Planning and the Zoning Administrator. To be in accord wi e Conceptual Plan; development
International Special Use Permit - Concept Plan" prepared by Brian P Smith Civil Engineering shall reflect the following major elements within the dev opment er�b the design of the
Inc., and dated May 13, 2010 (hereafter "Conceptual Plan "), as determined by the Director of
development:
Planning and the Zoning Administrator. To be in accord with the - �Lc.,e_ptual Plan, development
building orientation
shall re' } 1 following major e�rnents within the development essentia -the design of the
building mass, shape,'and height;
development: -�
��
location of ings and stru r�
l-
budng orientation
building mass, shape, and height; -�
`J turn lane design'
location of ng areas;
�,� _
location of buildings and structures
relation of buildings and parking to the street.
the be to
turn lane design;
M n modifications to the plan which do not conflict with elements above may made
• location of parking areas,
ensure compliance with the Zoning Ordinance;
relation of buildings and parking to the street.
2.
The maximum number of children shall not exceed one hundred twenty (120) or the number of
Minor modifications to the plan which do not conflict with the elements above may be made to
students as approved by the Health Department or the Department of :Social Services, whichever
ensure compliance with the Zoning Ordinance;
is less;
The area of assembly shall be limited to a maximum three hundred ninety nine (399) -seat
3.
Side and rear setbacks shall meet commercial setback standards, as set forth in Section 21.7 of
sanctuary;
the Albemarle Zoning Ordinance, of fifty (50) feet for structures (excludling signs) and twenty (20)
Side and rear setbacks shall meet commercial setback standards, as set forth in Section 21.7 of
feet for parking lots and loading spaces adjacent to residential uses or residentially zoned
the Albemarle Zoning Ordinance, of fifty (50) feet for structures (excluding signs) and twenty (20)
properties;
feet for parking lots and loading spaces adjacent to residential uses or residentially zoned
4.
All outdoor lighting shall be only full cut -off fixtures and shielded to reflect light away from all
properties;
abutting properties. A lighting plan limiting light levels at all property lines to no greater than 0.3
All outdoor lighting shall be only full cut -off fixtures and shielded to reflect light away from all
foot candles shall be submitted to the Zoning Administrator or their designee for approval shall be
abutting properties. A lighting plan limiting light levels at all property lines to no greater than 0.3
required prior to approval of the final site plan;
foot candles shall be submitted to the Zoning Administrator or their designee for approval shall be
5.
Health Department approval of well and /or septic systems shall be recl uired prior to approval of
required prior to approval of the final site plan;
the final site plan;
Health Department approval of well and /or septic systems shall be required prior to approval of
6.
The area labeled "Re- planting Area" on the Conceptual Plan shall be replanted according to
the final site plan;
"Restoration /Establishment Table A` in Appendix D of the "Riparian Buffers Modification &
The area labeled "Re- planting Area" on the Conceptual Plan shall be replanted according to
Mitigation nnanual,° published by the Virginia Department of Conservatinn & Recreation's
"Restoration /Establishment Table A" in Appendix D of the "Riparian Buffers Modification &
Chesapeake Bay Local Assistance program. This area shall be replantted with species listed in
Mitigation Manual," published by the Virginia Department of Conservation & Recreation's
the brochure titled "Native Plants for Conservation, Restoration, and Landscaping: Piedmont
Chesapeake Bay Local Assistance program. This area shall be replanted with species listed in
Plateau," published by the Virginia Department of Conservation and Recreation.'
the brochure titled "Native Plants for Conservation Restoration and Landscaping: Piedmont
7.
The hours of operation for the day care shall not begin earlier than TOO A. M. and shall end not
Plateau," published by the Virginia Department of Conservation and Recreation; and later than 6:00 P. M., each day, Monday through Friday, provided that occasional day care - related
If the use, structure, or activity for which this special use permit is issued is not commenced by events may occur after 6:00 P. M.; and
September 1, 2014, the permit shall be deemed abandoned and the authority granted thereunder 8. If the use, structure, or activity for which this special use permit is issued is not commenced by
shall thereupon terminate. (State Code extended this to July 1, 2017.) February 6, 2015, the permit shall be deemed abandoned and the authority granted there under
l
J
Comfort Inn
NEW CHI,
4 SITE
�l o
o0 °
r
Commerclal
shops
Jarman's
Sportcycle C.R.
VICINITY MAP
HUNTERS
WAY _
DATE
May 7, 2014
REVISIONS
May 27, 2014
C
W
H
z
W J
o
<
Z z
QO
�Q
z
=w
U Z
LL
Q
SCALE
1' =50'
w
U
C
�ALTH
o�dD+
snnrrH �
SSIONAL E��t
BRIAN P. SMITH, PE
CIVIL ENGINEERING, INC.
X9@0 Mum D[foaa
9M Doom - LMD FLUNN@
4635 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
b s e @embar mail.com
1• � f
DWG. NAME
Initial plan Lpro
SHEET
C 1,o
15 sheets
May 6, 2014
REVISIONS
C
W
z
W J
oQ
z z
QO
F-Q
U) z
=w
U�
z
I
LL
Q
SCALE
IEZ11
�ALTH P
o
SM
U ITH
CER ERATE No.
1�
O� ss"ONAL
•
N P. SMITH, PE
ENGINEERING, INC.
GOLF GOURSE DESIGN
DESIGN • LAND PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
bpspe @embargmail.com
JOB NUMBER
[I,.we ef.
DWG. NAME
InHial plan Lpro
SHEET
15 sheets
MATCH LINE (SEE SHEET C2.0)
May 6, 2014
REVISIONS
C
W
z
W J
oQ
z z
:!� 0
�Q
(f)
aa
z
U "'
z
U.
Q
LLJ
1
t
ry
(D z
0
CL CL
0
0
P0
U)
T< 75
L.LJ LU
t
SCALE
1' =20'
r • �
r
t . A A f
* R
IAN P. SMITH, PE
IL ENGINEERING, INC.
GOLF CURSE DESIGN
DESIGN IV N 0 PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
,bpspe @embargmail.com ,
DWG. NAME
Initial plan Lpro
L SHEET
C2.1
15 sheets
MATCH LINE (SEE SHEET C2.1)
May 6, 2014
REVISIONS
C
W
H
z
W J
oQ
z z
QO
�Q
z
U "'
z
LL
Q
T.
d6 F-
•
r100, z
(D
0 0.0.
•
0
�— 0
C-1) :E
x uj
UJ C)
SCALE
1' =20'
o�
U ER SMffH
CER ATE No.
lAwl
O� ssIONAL VSG
V P. SMITH, PE
ENGINEERING, INC.
GOLF COURSE DESIGN
DESIGN LAND PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
`bpspe @embargmail.com_
DWG. NAME
Initial plan 1.pro
SHEET
C2.2
15 sheets
[27
6
U
W
IX
a)
C
LU
z
LLI
M
I
LL
16-7.1, 111 �
May b, 2014
REVISIONS
I
z
C
Uj
z
SCALE
HORIZ: 1'=20'
VERT: 1'=10'
T H
o ,Z
AN SMITH
CERn ATE No.
14591
ONAL
R'IAN P. SMITH, PE'
IVIL ENGINEERING, INC.
GOLF COURSE DESIGN r
DESIGN E LAND M' 111PLANNING
4835 Three Chopt Road
Troy, VA 22974-3012
434.296.3644
,bpspe@embarqma i I.com
e
My., MA
Inhial plan Lpro
SHEET
15 sheets
Ex. poqe
05
'Ex./telephone
pedestal
Ex. 15" CMP
Inv in=400.32
Inv out=395.07
00
Ex. 15" CMP
Z_
Inv in=395.07
Inv out=388.35
This portion of
concrete ditch
410
cones
ge
obscured by dirt
C
f
em
en t
400
00
400
4
te
clash
Exists pg -UG fiber__optic
cable
d
ora� L t h
_g e -d-at--w:
marked -FD-"
2 J-1 n-e s-
NEW EP
'1 0)
Fx
r SO]
390
1390
390
390 -
PC
7A
-----NEW-ENTRANCE
SAWS EXISHNG RA-VE-MENI
a-
0 0
ws
EX ___Zz
Yellow
380 ---
370
—
cross h
atchj,
Ex
(WESTBOUND �ANES)
E ditch
9
dasheci Wh\,t
_�,conc.
Ex t Pa
'js
Ex. SOI�d ell line
Ex. solid whit line
U- ROUM ncf% 1\
END NEW DASHED YELLOW LINE
10 e X_ oce
ss-,, Lo
line
cent er,
Ex. double yel Low
7
CQ
inaT
400
BOUND LANE)
\Ex Vello"'V c"Oss a t c i-,
TO g
REMOVEn
Uj
Ex. concrete curb
cr)
L0 0
CIE!
r- 3r (30 _z
X 0i W 0
Ex. keep
Ex. s Li CU Z CU
Olid �hite line
right sign
77
Ex. edge of/ pavement`
370
Ex. DI-3A manhole
Z�
onc. d4
_trn-
Top=397.40
Ex. grass median
380
250' LEFT STORAGE LANE
Ex. thru lane
Ex. concrete
200' LEFT TAPER LANE
Ex. directional NEW
SOLID DOUBLE
Es
traffic sign YELLOW
LINE
NEW SOLID YELLOW LINE
Ex. concrete curb Ex.paint striping
Ex. concrete curb
level with pavement Ex. 15 RCP
Inv in=376.13
Ex. pole
Inv out=375.38 BEGIN NM` SOLID YELLOW LINE NEW SOLID YELLOW LINE
BEGIN RE-STRIPPING
NEW DASHED YELLOW LINE
-Ex. DI-3B manhole
Top=379.88
Line 0 f sight
for 500' sight distance
45 mph (11) + 5=500
THIS DRAWING INDICATES THE LIMITS TO EXPAND THE EASTBOUND LEFT TURN LANE.
THE ROADWAY SHALL BE RE-PAINTED AS SHOWN TO INDICATE A NEW 250-FT LEFT TURN
LANE FOR STORAGE AND A NEW 200-FT LEFT TAPER. ALL EXISTING PAINT STRIPPING, THAT
IS IN CONFLICT, WILL BE REMOVED.
405
HEIGHT
OF OBJECT
400
395
LINE OF SIGHT
380
NEW CHURCH
375
- - -----------------
ENTRANCE
Existing grade-__/�
Ln
370-
M
365
360
----------
- - -----------
HEIGHT
OF EYE
355-
350----
345
10+00 10+20
10+40 10+60 10+80
11+00 11+20 11+40
11+60 11+80
12+00 12+20 12+40 12+60 12+60 13+00 13+20 13+40 13+60 13+80
14+00 14+20
14+40 14+60 14+80
15+00
ROUTE
250 SIGHT DISTANCE (WEST)
[27
6
U
W
IX
a)
C
LU
z
LLI
M
I
LL
16-7.1, 111 �
May b, 2014
REVISIONS
I
z
C
Uj
z
SCALE
HORIZ: 1'=20'
VERT: 1'=10'
T H
o ,Z
AN SMITH
CERn ATE No.
14591
ONAL
R'IAN P. SMITH, PE'
IVIL ENGINEERING, INC.
GOLF COURSE DESIGN r
DESIGN E LAND M' 111PLANNING
4835 Three Chopt Road
Troy, VA 22974-3012
434.296.3644
,bpspe@embarqma i I.com
e
My., MA
Inhial plan Lpro
SHEET
15 sheets
co
w
w
co
w
w
v
W
Z
U
Q
DATE
May b, 2014
REVISIONS
C
W
z
W J
UQ
z z
QO
F-
Q
z
U "'
z
U. z
Q
Lij
LU <
> Lu
01
roe
LU
(D
OZ
LID <
ry
Lu ()
0 zn-
C•
LU -4
SCALE
HORIZ: 1' =20'
VERT: 1' =10'
TH F
o
SMITH
CER ATE No.
1�
O� s I -10NAL
RIAN P. SMITH, PE
IVIIL ENGINEERING, INC.
GOLF COURSE DESIGN
DESIGN • LAND PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
DWG. NAME
Initial plan Lpro
15 sheets
I
May 6, 2014
REVISIONS
W
H
z
W J
oQ
z Z
QO
�Q
cl) z
=w
U F-
z
SCALE
1' =20'
I
��ALTH F
0
U Sm
CERn ATE No.
1�
0� s"ONAL
GOLF COURSE DESIGN
:DESIGN •LAND PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
ppspe @embargmail.com_
JOB NUMBER
DWG. NAME
Mrs
15 sheets
MATCH LINE (SEE SHEET C4.0)
DATE
May b, 2014
REVISIONS
C
W
ui
H
z
U Q',
zo z
U)
�Q
=w
U�
z.
SCALE
1' =20'
R
W
F-
c/)
r � ,
GOLF COURSE DESIGN
[TI E: I DESIGN M 118. 1 N,' I Ml PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
�,,bpspe @embargmail.com J
JOB NUMBER
DWG. NAME
SHEET
C4.1
15 sheets
DATE
May 6, 2014
REVISIONS
C
W
H
z
W J
oQ
z z
QO
�Q
cf) z
=w
U�
z
ti
1' =20'
z
a
A
GOLF COURSE DESIGN
TE DESIGN - LAND PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
�,bpspe @embargmail.com J
DWG. NAME
Initial plan 1.pro
SHEET
mm
15 sheets
Aprll 14, 2014
REVISIONS
C
W
z
W J
oQ
z z
QO
_ F=
�Q
rvoz
=W
U z
Z
F-
Q
fi
i
LL
SCALE
1 ■ =50,
r
t !
4• 7 Sm ;
• , ATE
! I . • f1
ONAL
� r
AN P. SMITH, PE
L ENGINEERING, INC,
GOLF COURSE DESIGN
DESIGN LAND PLANNING
4635 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
JOB NUMBER
71�•.l 1A
Initial plan Lpro
SHEET
15 sheets
Luminaire Schedule
Symbol
Qty
Label
Arrangement
Total Larne LurCnc
LLF
Description
?
1
T2S
SINGLE
N.A.
1.000
ARE - EDG- 2S- DA- 04 -E - UL- 700 -57K
(_�
9
T2
SINGLE
N,A.
1.000
ARE -EDGE 2M- DA- O11-E -UL- N1 -571
0
1
T3
SINGLE
N. A.
1.001
5RE- EDG- 3M- DA- 04 -E-UL- 700 -57K
0
T4
SINGLE
N.A.
1.000
ARE- nDG- 4M- UA- 04 -E -UL- 700 -57fi
1
T4 -90
2 @ 90 DEGREES
N.A.
1.000
AR.E- EDG- 4M- D11- 04 -E -UL -700 -5 iK
5
T4 -160
BACK -SACK
'14.A.
l.IFFO
ARE- EDG- 4M- DA- 04 -E -UL- 700 -57K
1
CAN
SINGLE
N.A.
1 000
r'tY250 -A DM F -B -UL
D WITH A LAMP WHICH EMITS 3,000 OR MORE MAXIMUM LUMENS
RE AND SHALL BE ARRANGED OR SHIELDED TO REFLECT LIGHT
_ DISTRICTS AND AWAY FROM ADJACENT ROADS.
1 OUTDOOR LUMINAIRES ONTO PUBLIC ROADS AND PROPERTY
r,- liv Ht5lUtly I lAL urs rsuriHL HIiCHD ZONING DISTRICTS SHALL NOT EXCEED ONE —HALF (1/2) FOOT
3. IF A PHOTOCELL IS TO BE USES, IT MUST BE ORDERED AT THE SAME TIME AS THE FIXTURE,
AS IT IS FACTORY INSTALLED.
4. FLAT LENS SHALL BE USED ON ALL PARKING AND DRIVE THROUGH LIGHTS.
5. PARKING LIGHTS SHALL NOT BE TILTED.
6. EXTERIOR LIGHTING SHALL BE IN ACCORDANCE WITH SECTION 4.17 AND 32.7 OF THE
ALBEMARLE COUNTY ZONING ORDINANCE.
7. NO OUTDOOR LUMINAIRES SHALL BE MOUNTED OR PLACED AT A LOCATION THIS IS MORE THAN
TWENTY (20) FEET IN HEIGHT.
CANDLE.
DATE
April 7, 2014
REVISIONS
C
W
H
z
W J
UQ
z z
QO
cf)Q
z
=w
U�
z
LL
Q
H
10 IN
V
J
SCALE
1' =50'
J
N P. SMITH, PE
ENGINEERING, INC.
GOLF COURSE DESIGN
DESIGN • LAND PLANNING
4835 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
`bpspe @embargmaiLcom.,
DWG. NAME
Initial plan Lpro
SHEET
C6,0
15 sheets
P7_I1=
May 6, 2014
REVISIONS
LU
LU
Z�
z 0
F- <
U) z
SCALE
N.T.S.
NO
W
0
z
t t
+• t
� K
i
GOLF COURSE DESIGN
DESIGN LAND PLANNING
4635 Three Chopt Road
Troy, VA 22974 -3012
434.296.3644
bpspe @embargmail.com JI
l�L•
DWG. NAME
Initial plan 1.pro
SHEET
15 sheets
SEGMENTAL RETAINING WALL GENERAL NOTES
1.1 REFERENCE STANDARDS
A. ASTM C137 SEGMENTAL RETAINING WALL UNITS..
B. ASTM C140 CONCRETE MASONRY UNITS.
C. ASTM D4595/ GRI: GG1/ GRI: GG5 GEOSYNTHETIC REINFORCEMENT.
1.2 SITE CONDITIONS AND DESIGN PARAMETERS.
A. DESIGN OF SEGMENTAL RETAINING WALL SYSTEM IS BASED ON AN ALLOWABLE NATIVE SOIL BEARING CAPACITY OF 2000 PSF AND A BACKFILL
MATERIAL PHI ANGLE OF 38 DEGREES. NATIVE RETAINED SOIL PHI ANGLE = 28 DEGREES. THESE PARAMETERS SHALL BE VERIFIED BY THE
OWNER'S GEOTECHNICAL ENGINEER DURING CONSTRUCTION.
B. OWNER'S GEOTECHNICAL ENGINEER SHALL EVALUATE GLOBAL STABILITY OF WALL SYSTEM WITH CONSIDERATION OF WALL GEOMETRY,
EXISTING SOIL CONDITIONS AND NATIVE SOIL PROPERTIES BEFORE CONSTRUCTION.
1.3 DELIVERY, STORAGE AND HANDLING
A. CONTRACTOR SHALL CHECK THE MATERIALS UPON DELIVERY TO ASSURE PROPER MATERIAL HAS BEEN RECEIVED.
B. CONTRACTOR SHALL PREVENT EXCESSIVE MUD, WET CEMENT AND LIKE MATERIALS FROM COMING IN CONTACT WITH THE SRW UNITS.
C. CONTRACTOR SHALL PROTECT THE MATERIALS FROM DAMAGE. DAMAGED MATERIAL SHALL NOT BE INCORPORATED IN THE PROJECT.
2.1 WALL UNITS
A. WALL UNITS SHALL BE ANCHOR DIAMOND PRO STRAIGHT FACE RETAINING WALL UNITS AS MANUFACTURED UNDER LICENSE FROM ANCHOR
WALL SYSTEMS.
B. WALL UNITS SHALL BE MACHINE FORMED, PORTLAND CEMENT CONCRETE BLOCKS SPECIFICALLY DESIGNED FOR RETAINING WALL
APPLICATIONS.
C. EXTERIOR BLOCK DIMENSIONS SHALL BE UNIFORM AND CONSISTENT. MAXIMUM DIMENSIONAL DEVIATIONS SHALL BE ±1 /8.
D. EXPOSED FACE SHALL BE FINISHED AS SPECIFIED. OTHER SURFACES TO BE SMOOTH FORM TYPE.
2.2 GEOSYNTHETIC REINFORCEMENT
A. GEOSYNTHETIC REINFORCEMENT SHALL CONSIST OF GEOGRIDS MANUFACTURED AS A SOIL REINFORCEMENT.
B. THE TYPE, STRENGTH, AND PLACEMENT LOCATION OF THE REINFORCING GEOSYNDRAINAGE
2.3 LEVELING PAD
A. MATERIAL FOR LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL, OR COMBINATION THEREOF AND SHALL BE A MINIMUM OF 6
INCHES IN DEPTH, THE LEVELING PAD SHOULD EXTEND LATERALLY AT LEAST A DISTANCE OF 6 INCHES FROM THE TOE AND HEEL OF THE
LOWERMOST SRW UNIT.
2.4 DRAINAGE
A. EXTERNAL DRAINAGE SHALL BE PROVIDED AS SHOWN. NOTIFY ENGINEER BEFORE BACKFILLING IF SEEPAGE OR GROUNDWATER IS
ENCOUNTERED IN THE EXCAVATIONS.
B. DRAIN PERFORATED PIPE AT BASE OF WALL TO DAYLIGHT AS WELL AS DRAIN TO FRONT OF WALL AT 20' -0 "(MAXIMUM) ON CENTER.
3.1 EXCAVATION
A. CONTRACTOR SHALL EXCAVATE TO THE LINES AND GRADES SHOWN ON THE CONSTRUCTION DRAWINGS UNLESS A GEOTECHNICAL ENGINEER
HAS APPROVED OTHERWISE. CONTRACTOR SHALL TAKE PRECAUTIONS TO MINIMIZE OVER - EXCAVATION. OVER- EXCAVATION SHALL BE
FILLED WITH COMPACTED INFILL MATERIAL, OR AS DIRECTED BY THE ENGINEER/ARCHITECT.
B. CONTRACTOR SHALL VERIFY LOCATION OF EXISTING STRUCTURES AND UTILITIES PRIOR TO EXCAVATION. CONTRACTOR SHALL ENSURE ALL
SURROUNDING STRUCTURES ARE PROTECTED FROM THE EFFECTS OF WALL EXCAVATION.
3.2 FOUNDATION SOIL PREPARATION
A. NATIVE FOUNDATION SOIL SHALL BE COMPACTED TO 95% OF STANDARD PROCTOR OR 90% OF MODIFIED PROCTOR PRIOR PLACEMENT OF
THE LEVELING PAD MATERIAL.
B. IN -SITU FOUNDATION SOIL SHALL BE EXAMINED BY THE ENGINEER TO ENSURE THAT THE ACTUAL FOUNDATION SOIL STRENGTH MEETS OR
EXCEEDS ASSUMED DESIGN STRENGTH. SOIL NOT MEETING THE REQUIRED STRENGTH SHALL BE REMOVED AND REPLACED WITH
ACCEPTABLE, COMPACTED MATERIAL.
3.3 LEVELING PAD PLACEMENT
A. LEVELING PAD SHALL BE PLACED AS SHOWN ON THE CONSTRUCTION DRAWINGS.
B. LEVELING PAD SHALL BE PLACED ON UNDISTURBED NATIVE SOILS OR SUITABLE REPLACEMENTS FILLS.
C. LEVELING PAD SHALL BE COMPACTED TO 95% OF STANDARD PROCTOR OR 90% OF MODIIFIED PROCTOR TO ENSURE A LEVEL, HARD
SURFACE ON WHICH TO PLACE THE FIRST COURSE BLOCKS. PAD SHALL BE CONSTRUCTED TO THE PROPER ELEVATION TO ENSURE THE
FINAL ELEVATION SHOWN ON THE PLANS. WELL - GRADED SAND MAY BE USED TO SMOOTH THE TOP' /2 INCH ON THE LEVELING PAD (WHEN
USING GRAVEL PAD).
D. LEVELING PAD SHALL HAVE A 6 INCH MINIMUM DEPTH FOR WALLS UNDER 8 FEET IN HEIGHT AND A 12 INCH MINIMUM DEPTH FOR WALLS OVER 8
FEET, PAD DIMENSIONS SHALL EXTEND BEYOND THE BLOCKS IN ALL DIRECTIONS TO A DISTANCE AT LEAST EQUAL TO THE DEPTH OF THE
PAD OR AS DESIGNED BY ENGINEER.
E. FOR STEPS AND PAVERS, A MINIMUM OF 1" 1 1/2' OF FREE DRAINING SAND SHALL BE SCRIEEDED SMOOTH TO ACT AS A PLACEMENT BED FOR
THE STEPS OR PAVERS.
3.4 UNIT INSTALLATION
A. THE FIRST COURSE OF WALL UNITS SHALL BE PLACED ON THE PREPARED LEVELING PADS WITH THE AESTHETIC SURFACE FACING OUT AND
THE FRONT EDGES TIGHT TOGETHER. ALL UNITS SHALL BE CHECKED FOR LEVEL AND ALIGNMENT AS THEY ARE PLACED.
B. ENSURE THAT UNITS ARE IN FULL CONTACT WITH LEVELING PAD. PROPER CARE SHALL BE TAKEN TO DEVELOP STRAIGHT LINES AND SMOOTH
CURVES ON BASE COURSE AS PER WALL LAYOUT.
C. THE BACKFILL IN FRONT AND BACK OF ENTIRE BASE ROW SHALL BE PLACED AND COMPACTED TO FIRMLY LOCK THEM IN PLACE. CHECK ALL
UNITS AGAIN FOR LEVEL AND ALIGNMENT. ALL EXCESS MATERIAL SHALL BE SWEPT FROIM TOP OF UNITS.
D. INSTALL NEXT COURSE OF WALL UNITS ON TOP OF BASE ROW. PLACE 12 INCHES (MINIMUM) OF DRAINAGE AGGREGATE BETWEEN AND
DIRECTLY BEHIND THE CONCRETE WALL UNITS. FILL VOIDS IN RETAINING WALL UNITS WITH DRAINAGE AGGREGATE. PROVIDE A DRAINAGE
ZONE BEHIND THE WALL UNITS TO WITHIN 9 INCHES OF THE FINAL GRADE. CAP THE BACIKFILL AND DRAINAGE AGGREGATE ZONE WITH 9
INCHES OF IMPERVIOUS MATERIAL. REMOVE EXCESS FILL FROM TOP OF UNITS AND INSTALL NEXT COURSE. ENSURE DRAINAGE AGGREGATE
AND BACKFILL ARE COMPACTED BEFORE INSTALLATION OF NEXT COURSE. CHECK EACH COURSE FOR LEVEL AND ALIGNMENT. ADJUST UNITS
AS NECESSARY TO MAINTAIN LEVEL AND ALIGNMENT PRIOR TO PROCEEDING WITH EACH ADDITIONAL COURSE. BACKFILL AS EACH COURSE IS
COMPLETED. PULL THE UNITS FORWARD UNTIL THE LOCATING SURFACE OF THE UNIT CONTACTS THE LOCATING SURFACE OF THE UNITS IN
THE PRECEDING COURSE. INTERLOCK WALL SEGMENTS THAT MEET AT CORNERS BY OVERLAPPING SUCCESSIVE COURSES. ATTACH
CONCRETE RETAINING WALL UNITS AT EXTERIOR CORNERS WITH ADHESIVE SPECIFIED.
E. EMPLOY METHODS USING LIGHTWEIGHT COMPACTION EQUIPMENT THAT WILL NOT DISRUPT THE STABILITY OR BATTER OF THE WALL. HAND -
OPERATED PLATE COMPACTION EQUIPMENT SHALL BE USED AROUND THE BLOCK AND WITHIN 3 FEET OF THE WALL TO ACHIEVE
CONSOLIDATION. COMPACT BACKFILL TO 95% OF STANDARD PROCTOR (ASTM D 698, AASHTO T -99) DENSITY WITHIN 2% OF ITS OPTIMUM
MOISTURE CONTENT.
F. INSTALL EACH SUBSEQUENT COURSE IN LIKE MANNER. REPEAT PROCEDURE TO THE EXTENT OF WALL HEIGHT.
G. ALLOWABLE CONSTRUCTION TOLERANCE AT THE WALL FACE IS 2 DEGREES VERTICALLY' AND 1 INCH IN 10 FEET HORIZONTALLY.
H. ALL WALLS SHALL BE INSTALLED IN ACCORDANCE WITH LOCAL BUILDING CODES AND REQUIREMENTS.
3.5 GEOSYNTHETIC REINFORCEMENT PLACEMENT
A. ALL GEOSYNTHETIC REINFORCEMENT SHALL BE INSTALLED AT THE PROPER ELEVATION AND ORIENTATION AS SHOWN.
B. AT THE ELEVATIONS INDICATED, THE GEOSYNTHETIC REINFORCEMENT SHALL BE LAID HORIZONTALLY ON COMPACTED INFILL AND ON TOP OF
THE CONCRETE SRW UNITS, TO WITHIN TWO INCHES OF THE FRONT FACE OF THE UNIT BELOW. CORRECT ORIENTATION OF THE
GEOSYNTHETIC REINFORCEMENT SHALL BE VERIFIED BY THE CONTRACTOR TO BE IN ACCORDANCE WITH THE THE GEOSYNTHETIC
MANUFACTURER'S RECOMMENDATIONS. THE HIGHEST STRENGTH DIRECTION OF THE GEOSYNTHETIC MUST BE PERPENDICULAR TO THE
WALL FACE.
C. GEOSYNTHETIC REINFORCEMENT LAYERS SHALL BE ONE CONTINUOUS PIECE FOR THE ENTIRE EMBEDMENT LENGTH. SPLICING OF THE
GEOSYNTHETIC IN THE DESIGN STRENGTH DIRECTION(PERPENDICULAR TO THE WALL FACE) SHALL NOT PERMITTED. ALONG THE LENGTH OF
THE WALL, HORIZONTALLY ADJACENT SECTIONS OF GEOSYNTHETIC REINFORCEMENT SHALL BE BUTTED IN A MANNER TO ASSURE 100
PERCENT COVERAGE PARALLEL TO THE WALL FACE.
3.6 QUALITY CONTROL
A. THE OWNER SHALL ENGAGE INSPECTION AND TESTING SERVICES (QUALITY CONTROL) DURING CONSTRUCTION TO ENSURE PROJECT DESIGN
REQUIREMENTS ARE MET. THE LACK OF QUALITY CONTROL BY THE OWNER DOES NOT RELIEVE THE CONTRACTOR FROM THESE
REQUIREMENTS.
B. QUALITY CONTROL SHALL INCLUDE BUT NOT BE LIMITED TO: FOUNDATION SOIL INSPECTION, VERIFICATION OF GEOTECHNICAL DESIGN
PARAMETERS, AND VERIFICATION THAT CONSTRUCTION IS IN GENERAL COMPLIANCE WITH THE DESIGN DRAWINGS.
C. ONLY QUALIFIED AND EXPERIENCE TECHNICIANS AND ENGINEERS SHALL PERFORM TESTING AND INSPECTION SERVICES.
D. CONSTRUCTION SHALL BE PERFORMED IN ACCORDANCE WITH THE ANCHOR WALL SPECIFICATIONS, ANCHOR WALL INSTALLATION
INSTRUCTIONS, AND THIS DRAWING.
10"
EXTEND GEOSYNTHETIC REINFOR
TO WITHIN 2" OF THE LOWER BLOC
GEOGRID IS TO BE PLACED ON LEA
BACKFILL. PLACE NEXT UNIT. PUL
TAUGHT AND BACKFILL. STAKE A.
REQUIRED
Ivilli
REINFORCEMENT CONNECTION DETAIL
N.T.S.
L)IM UNU rnv owi.,r\ u i
ANCHOR WALL SYSTEMS
TYPICAL CAP BLOCK PLACEMENT
N.T.S.
. El
6" MINIMUM COMPACTED
GRANULAR -BASE LEVELING
PAD
TYPICAL BASE COURSE STEP DETAIL
N.T.S.
NATIVE SOIL
DCK
NOTE USE ADHESIVE ON EXPOSED PARTIAL UNITS. CUT
UNITS (X) TO MAINTAIN RUNNING BOND
TYPICAL CORNER DETAIL
N.T.S.
-12.5"
8
12"
18"
STRAIGHT UNIT
8"
CORNER UNIT
BLOCK DETAILS,
N.T.S.
U)
Y
rr
Q
w
0
w
Stephen D. Barber
Lie. too. 025731
04-2-1-14
U)
J_
Q
WI
C�1
c
C)
W
0
z
J
Q
CE
z
W
0
6i
J
F-
w
w
U)
CC
W
z
w
U
z
U
Q
0
C/)
LLu
iv
cc
0'
Q
°w co
r
`°
Z
z
m
Y cn
m0
o
M
Q
°.
Q
w
Lu
Z
0
N
0
U
Stephen D. Barber
Lie. too. 025731
04-2-1-14
U)
J_
Q
WI
C�1
c
C)
W
0
z
J
Q
CE
z
W
0
6i
J
F-
w
w
U)
CC
W
z
w
U
z
U
Q
W
J_
W
H
0
Q
U
DATE: 4/29/2014
DMWPV JOB NUMBER: 1305 -18
SHEET NO:
si
15 sheets
0
V
W
r
`°
W
m0
M
Q
°.
Z
CO
N
�z:uj
Q
_j
Ld
N
ry
v
a
fY
n
>
o
Z
Q
v
o
So
o
F
z
o
0
QE�-�
O
U
W
J_
W
H
0
Q
U
DATE: 4/29/2014
DMWPV JOB NUMBER: 1305 -18
SHEET NO:
si
15 sheets
STA. 0
T
STA. 100
w
z
M� U
WALL A STA. 270 J
Q �
S3 STA. 300
STA. 288
WALL A
1
S3
WALL C
SEGMENTAL WALL PLAN
1 " = 10' -0"
FACE OF BLOCK AT TOP OF
WALL
FACE OF BLOCK AT BOTTOM OF
WALL
REFER TO CIVIL DRAWINGS
FOR EXACT LOCATION OF WALL
AND CRITICAL SETBACK
DIMENSIONS
.,:a.i. - -
STA. 200
STA. 400
STA. 414
h�q
2
S3
STA. 270
STA. 288
Y
C✓
Q
W
rr
W
Ir
W
<
z
J
CL
Lu
w
J
�
J
W
>
�
W
Q
~
H
cr
co
O
Z
W
cc
Z
w
U
v
U
U)
�'n
L
Q
m
Q
0
m
Q .�
W
N
m
0
�
m
U
U)
¢
U)
Q
w
¢
w
rr
=
r')
0
U
Q
a
Stephen Q. Barber
Lie. Rio. 025731
04-2-1-14
STA. 300
WALL C
WALL E
STA. 481.5
STA. 456
LL
J
J
Q --
STA. 499.5
Ir
W
<
z
J
CL
Lu
w
J
�
J
Q
>
�
W
Q
~
H
co
O
Z
W
cc
Z
w
U
v
U
_
�'n
Q
Q .�
W
N
m
U
Q
¢
¢
Q v
>
Q
a
z
�
LL'
Lo
W
Q
N
z
l
Q
v
w
o-
=
o
CO
W
Oc
Q
�,.J
G
w
°
O
�.
CL
Q
O
STA. 300
WALL C
WALL E
STA. 481.5
STA. 456
LL
J
J
Q --
STA. 499.5
iii
w
w
U)
DATE: 4/2912014
DMWPV JOB NUMBER: 1305 -18
SHEET NO:
S2
15 sheets
Ir
W
<
z
J
CL
Lu
w
J
�
J
Q
>
�
W
Q
~
H
co
O
Z
W
cc
Q
w
U
v
U
_
Q
iii
w
w
U)
DATE: 4/2912014
DMWPV JOB NUMBER: 1305 -18
SHEET NO:
S2
15 sheets
412
410
408
406
404
402
400
398
426
424
422
420
41 8
_
416
41
RAILING BY OTHERS
II
u- d
,
"B"
"C"
"W"
"D" BARS
"L" BARS
"M" BARS
-
„0„ BARS
- n-
-
v <�
4 HIGH ANCHOR DIAMOND PRO
C AP B LOC K TOP COURSE, E TYP.
#4 @ 18
APPROXIMATE FINISHED
_ AT TOP OF WALL.
GRADE::_
"M" BARS (VERT)
4
424
_ 422
420
418
4
16
4
14
4' -0" - 6' -0"
- -- -
-- _-
A-
( HORIZ)
.`a
-�
o- a
- - - --
6' -0" - 8' -0"
0' -10"
"P" BARS
4' -6"
--
-----
"L" BARS
-
-
8--011-101-011
D D CONT
----
-- --
--
- - --
- - --
- -
- - -`�
_w ^__�
---
#5 @ 12"
N
o
d
O
a o Q d
n d
>-u�
--- - - ---
Q¢u�
a
54
'o
~�
}V
LI)
'--- --
fY
Q
--�-
o
-- �-
,�
Z:
Ch
Q
u
W
0
-
OO
U
5
Ld
Ca
O
O
V
-Y
412 --,
410. -
4 08 - -- - - - -- f
406
0' 10' 20' 30' 410' 50' 60' 70' 80 90' 100' 110' 120' 130' 140' 150'
STATION (FT)
ELEVATION WALLA
1 " = 101' -0"
- - --
�- - � ���_�- - �� � .� -- _`
Y ' °- --�- =- ---= --
---Y -- -
--
160' 170' 180' 190' 200' 210' 220' 230' 240' 250' 260'
GEOGRID REINFORCEMENT - SEE SCHEDULE
APPROXIMATE FINISHED GRADE
ANCHOR DIAMOND PRO STRAIGHT FACE AT BOTTOM OF WALL
BLOCKS, TYP
_. 412
41 0
408
406
270'
W
426
424
422
420
418
416
414
412
410
408
406
404
270' 280' 288' 290'
ELEVATION WALL B
111=101-011
450' 456' 460' 470' 480' 4815
ELEVATION WALL E
1 " = 10' -0"
0 1 "B„ 8"
licit
,Wit
CONCRETE WALL DETAILS
3/4" = 1' -0"
= a
t F
_
M 2
/ 1
/
426
424
422
420
418
416
414
412
410
408
406
404
402
400
398
412
410
408
406
404
402
400
398
288' 290' 300' 310' 320' 330' 340' 350' 360' 370' 380' 390' 400' 410' 414'
ELEVATION WALL C
480' 481.5' 490' 499.5' 500'
ELEVATION WALL F
111=101-011
1" = 10' -0"
RETAINING WALL SCHEDULE
RAILING BY OTHERS
II
u- d
Hw
"B"
"C"
"W"
"D" BARS
"L" BARS
"M" BARS
"0" BARS
„0„ BARS
- n-
2"
v <�
CLR
#4 @ 18
4
---- - - - - --
"M" BARS (VERT)
#4 @ 18
4' -0" - 6' -0"
b_ d
#4 AT 12"
A-
( HORIZ)
.`a
#57 STONE BACKFILL
o- a
(FULL HEIGHT)
0 1 "B„ 8"
licit
,Wit
CONCRETE WALL DETAILS
3/4" = 1' -0"
= a
t F
_
M 2
/ 1
/
426
424
422
420
418
416
414
412
410
408
406
404
402
400
398
412
410
408
406
404
402
400
398
288' 290' 300' 310' 320' 330' 340' 350' 360' 370' 380' 390' 400' 410' 414'
ELEVATION WALL C
480' 481.5' 490' 499.5' 500'
ELEVATION WALL F
111=101-011
1" = 10' -0"
RETAINING WALL SCHEDULE
DIMENSIONS
REINFORCING
Hw
"B"
"C"
"W"
"D" BARS
"L" BARS
"M" BARS
"0" BARS
„0„ BARS
0 -0 4'-0"
0'-9"
V-7"
(DOWELS)
#4 @ 18
4
---- - - - - --
#4 @ 18
#4 @ 18
4' -0" - 6' -0"
0' -9"
2' -1 "
"D" BARS
#4 @ 18"
.`a
---- - - - - --
(SEE DETAIL A)
#4 @ 18"
6' -0" - 8' -0"
0' -10"
"P" BARS
4' -6"
#4 @ 16"
(6) - #4
"L" BARS
#5 @ 16"
#5 @ 16"
8--011-101-011
D D CONT
4' -3"
6' -0"
1 #4 @ 12"
(8) #4
Z 'v 2" CLR
#5 @ 12"
#5 @ 12"
N
o
d
O
a o Q d
n d
>-u�
Q¢u�
0 1 "B„ 8"
licit
,Wit
CONCRETE WALL DETAILS
3/4" = 1' -0"
= a
t F
_
M 2
/ 1
/
426
424
422
420
418
416
414
412
410
408
406
404
402
400
398
412
410
408
406
404
402
400
398
288' 290' 300' 310' 320' 330' 340' 350' 360' 370' 380' 390' 400' 410' 414'
ELEVATION WALL C
480' 481.5' 490' 499.5' 500'
ELEVATION WALL F
111=101-011
1" = 10' -0"
RETAINING WALL SCHEDULE
DIMENSIONS
REINFORCING
Hw
"B"
"C"
"W"
"D" BARS
"L" BARS
"M" BARS
"0" BARS
"P" BARS
0 -0 4'-0"
0'-9"
V-7"
3'-0"
#4 @ 18
(6) #4
---- - - - - --
#4 @ 18
#4 @ 18
4' -0" - 6' -0"
0' -9"
2' -1 "
3' -6"
#4 @ 18"
(6) #4
---- - - - - --
#4 @ 18"
#4 @ 18"
6' -0" - 8' -0"
0' -10"
3-0"
4' -6"
#4 @ 16"
(6) - #4
#4 @ 16"
#5 @ 16"
#5 @ 16"
8--011-101-011
1' -1"
4' -3"
6' -0"
1 #4 @ 12"
(8) #4
#4 @ 12"
#5 @ 12"
#5 @ 12"
NOTES:
1. CONCRETE 28 -DAY COMPRESSIVE STRENGTH: 3000 PSI.
2. REINFORCING: GRADE 60.
3. MAX SOIL BEARING PRESSURE = 2000 PSF.
4. PROVIDE WALL CONTROL JOINTS AT 20' -0" MAX.
DETAIL A
3/4" X 3/4" VEE GROOVE
JOINT EACH FACE
CUT ALTERNATE HORIZ
BARS AT JOINT
EARTH FACE
WALL CONTROL JOINT
NO SCALE
CAP BLOCK ADHERED WITH TO
TOP UNIT WITH ADHESIVE
ANCHOR DIAMOND PRO
STRAIGHT FACE BLOCK BY
RAIL BY OTHERS
2H:1 V MAXIMUM
SLOPE
418
416
414
412
410
408
406
404
402
400
398
ANCHOR WALL SYSTEMS / / I
o
x
OF
Z N Q
O <
w
J
w
w
w
w
o=
N Q
75
9 = CL
- >
r�
410' 414' 420' 430' 440' 450' 456'
ELEVATION WALL D
1 " = 101-011
/
/ MIRAFI MIRAGRID 3XT
GEOSYNTHETIC
�
GEOSYNTHETIC REINFORCEMENT REINFORCEMENT, TYP
1
10 �
1
7°
O J
COMPACTED
8ONO. 57 STONE _7
OGEOSYNTHETIC REINFORCEMENT �
O
1
5 O
�
418
416
414
412
410
408
406
404
402
400
398
REINFORCING SCHEDULE
NO.OF LAYERS
GEOGRID LENGTH
1 -2
4' -6"
3 -4
7' -6"
5 -6
10' -0"
7
12' -0"
1
4 SEE SCHEDULE I NOTE: REFER TO ELEVATION FOR THE REQUIRED NUMBER OF
J REINFORCING LAYERS. USE THE SCHEDULED LENGTH FOR
I EACH GEOGRID LAYER IN A WALL SEGMENT.
_ O
GEOSYNTHETIC REINFORCEMENT �
O4" DIA DRAIN TILE '
2 (EL VARIES)
0 01" 0,
1
n I
6" MINIMUM COMPACTED
GRANULAR -BASE LEVELING
2' -0" PAD
TYPICAL WALL SECTION
3/4" = 1' -0"
n
W
rz
C/)
J W
Q �
W z
0 W
o U
Q z
Z �
0_c~^^
v lJ
J
w U
J
Q
H
6i
F_
F_
III
W
U)
Z
cn
U)
¢
U)
U
w
�
Lu
0
0
U
C/)
J W
Q �
W z
0 W
o U
Q z
Z �
0_c~^^
v lJ
J
w U
J
Q
H
6i
F_
F_
III
W
Lu
J
J_
W
0
CC
Q
U
I DATE: 4/29/2014 I
DMWPV JOB NUMBER: 1305 -18
SHEET NO:
S3
15 sheets
W
Z
Q
°.
��
CO
N
1
Z
W
N
0
ry
>-u�
Q¢u�
a
54
'o
~�
}V
LI)
C
fY
Q
j
o
Z:
Ch
Q
u
W
0
-
OO
U
5
Ld
Ca
O
O
V
Lu
J
J_
W
0
CC
Q
U
I DATE: 4/29/2014 I
DMWPV JOB NUMBER: 1305 -18
SHEET NO:
S3
15 sheets