HomeMy WebLinkAboutSP2010-500230 (2)PROJECT BENCHMARK:
CINDER BLOCK
I
Property Una
High Point
000.00
Existing Grade
mn.nn
Proposed Grade
Proposed Sanitary Sewer Unes
Propoeed Water Unee
Proposed Gas Unes
Proposed Electrical Unes
SIR Fence
000.00+ Proposed T/P
zz.zxx Proposed T/C
E{evaUon
Elevation
T/P =Top of Pavement
T/C =Tap of Curti
STORM WATER
POLLUTION PREVENTION PLAN
GENERAL NOTES
Howe: c«wrand..-o.nean.!-PPr-scs e.y
GENERAL RbRM. a] 54 2007 1J7 pm
1. All contractor vehicles, Including employee's vehicles, shall park within the
project site to minimize traffic on the public streets adjacent to the work site
entrance. Contractor will provide sufficient parking areas to accommodate his
vehicles. Any areas disturbed or destroyed by vehicular parking will be repaired
to original condition prior to completion of project.
2. Contractors shall ensure that no dirt from the project accumulates in the existing
streets. If dirt or debris from the project site accumulates on adjacent streets, the
contractor shall immediately clean those areas.
3. Contractor shall place erosion control protection at appropriate downstream
locations to minimize silt and debris from leaving the construction site and
entering the drainage system.
4. if required an the plans, the contractor shall maintain a vehicle wash down area of
sufficient size and in a location to facilitate cleaning his vehicles prior to leaving the
work site.
5. Once vegetation is well established contractor is responsible for removing all
temporary erosion control measures (i.e. silt fences, rock check dams, etc.)
6. Structural controls shall be installed as soon after clearing as practical and
maintained in good working order until the site is stabilized.
7. Alternate structural controls may be utilized if approved by Engineer.
8. The contractor shall comply with the TCEQ STORM WATER DISCHARGE PROGRAM and
is responsible for completing and filing the appropriate forms.
�REV`IE� €'Et"" CE0
co ' NrF
APR 18 2011
COLLEGE.. C: r I
ANG1NFi ;?imf-e
FILTER FABRIC
NOT TO COVER
P• k I rs"I `C '"" "� / DRAIN INLET ...�� �1 65.
SANDBAG l` tyr• �� I " � ' z �� �`
® 8Y t t ? SAND BAG 3
��F FILTER
FABRIC y sE HAY BALES
ROCK SIZE--L 0.z,✓�,,^.t'a M
3/4" TO 1-1/2"
METAL T—POST
NOTE: AS REQ'D. TO MAINT
TEMPORARY DEVICES AROUND STORM DRAINS ARE USED TO DETAIN AND/OR FILTER SEDIMENT —LADEN RUNOFF. THE PROTECTION ALLOWS
SEDIMENT TO SETTLE PRIOR TO DISCHARGE INTO A STORM DRAIN INLET OR CATCH BASIN. A
SAND BAGS SHALL BE UV RESISTANT AND MUST NOT DEGRADE DUE TO ATMOSPHERIC CONDITIONS. STORM DRAIN INLET PROTECTION
SAND BAGS SHALL BE REPLACED UPON FIRST SIGN OF DETERIORATION.
SWPP1-00
*MINIMUM 12' SHALL BE FULL
FASTENED TO T EPOST
GENERAL NOTES:
WIDTH OF SITE ENTRANCE
SEDIMENT CONTROL FABRIC
A11 AREAS WHERE EXISTING VEGETATION AND GRASS COVER
6" MIN. DEPTH STONE
5" DI RD448, 3" TO
R
VARIES
TO jp0
FASTENED SECURELY TO
T—POST do WIRE MESH
T POST FILTER
A F
HAVE BEEN BARED BY CONSTRUCTION SHALL BE ADEQUATELY
BLOCK SODDED OR HYDROMULCHED AND WATERED UNTIL
GROWTH IS ESTABLISHED. IN DEVELOPED AREAS WHERE GRASS
GEOTEXTILEF
FABRIC
50'
AS REQ'DLTO MAINTAIN. INTO TRENCH BE ANCHORED
IS PRESENT, BLOCK SOD WILL BE REQUIRED. BARED AREAS
WITH SAME SQUARE
�pUt
FOOTAGE.
A
EXISTING STREET
STONE IS TO BE MAINTAINED
NOTE
6" MIN.
DRESS WITH ADDITIONAL
STONE AS NEEDED.
50 TO PREVENT
j
CONSTRUCTION
RUCTION TRAFFIC
GEOTEXTILE
FABRIC
FROM TRACKING MUD ONTO
ADJACENT PUBLIC STREETS.
SECTIONA A SUBGRADE
CONSTRUCTION EXIT SILT CONTROL
SWPP1-02
SPACED 6' APART
WITH COMPACTED BACK FILL
SHALL BE SEEDED OR SODDED WITHIN 14 CALENDAR DAYS OF
LAST DISTURBANCE.
SILT FENCE AND/OR
ALLOW 2.5' TO 5' AT TOE OF
HAY BALES TO BE
SLOPE FOR SEDIMENT TO
APPROVED EROSION CONTROL MEASURES MUST BE INSTALLED
USED IN AREAS
ACCUMULATE. ALIGN FENCE
DURING THE ENTIRE TIME THAT EARTH HAS BEEN BARED BY
DRAINAGE FLOW.
FLOW.
ALONG SLOPE CONTOURS.
CONSTRUCTION AND SHALL STAY IN PLACE UNTIL ACCEPTABLE
FLOW
VEGETATIVE GROWTH IS ESTABLISHED AFTER CONSTRUCTION IS
NATURAL G
DIRECTIn N OF
COMPLETE AND THEN REMOVED BY CONTRACTOR.
` AX 4.
ALL EROSION CONTROL MEASURES SHOULD BE CLEANED OF
1.
SILT AFTER EVERY RAIN.
4"X4' MIN. TRENCH 4"�
2
SILT FENCE ASSEMBLY
SWPP1-03
T.979.260.6963
F.979.260.3564
TX. FIRM # F-1443
511 UNIVERSITY DRIVE EAST
SUITE 204
COLLEGE STATION, TX 77840
PLAN do DESIGN SPECIALISTS
IN
CIVIL ENGINEERING H1;DRAUUCS
HYDROLOGY • UTILITIES
STREETS
SITE PLANS + SUBDIVISIONS
www.mitchellandmorgan.com
\\
OF . . A ... �St�t
*.
W. JAMES T. BATENHORST�
... ......::�%
93631
on MAR 23. 2011
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BEARING PRESSURE '
HOUSE
"
IN�LUENC€ LINEFOUNDATION
_
>
e
HOUSE
4
a'
FOUNDATION
r--
1.
DESIGN BUILDING CODE
FOUNDATIONS. TO BE CONSTRUCTED 'SHALL -HAVE
NOTE: IT IS THE GENERAL CONTRACTORS RESPONSIBILITY TO ENSURE THAT POSITIVE DRAINAGE
PROVIDE 4"
DIA. SOLID PVC"PIPE FOR DOWN SPOUT FROM
INTERNATIONAL BUILDING CODE, 2000 EDITION
THE BOTTOM., OF: THE FOUNDATION 'FOOTING
PLACED 'BELOW THE PRESSURE
IS' PROVIDED AT THE BASE OF' WALL AND ABOVE THE WALL DURING -THE
BUILDINGS.
COORDINATE LOCATION WITH GENERAL CONTRACTOR.
;BFARING
INFLUENCE. LINE FOR THE, RETAINING WALLS.
CONSTRUCTION PHASE OF THE PROJECT. IT IS THE OWNERS RESPONSIBILITY TO ENSURE
TEMPORARILY CAP OFF PIPE ABOVE FINISH GRADE UNTIL
2,
GEOTECHNICAL REPORT
:.. PLACING THE;. FOOTING.'ABOVE..THE•; INFLUENCE
THAT THE MINIMUM SLOPE AT THE BASE OF WALL AND ABOVE THE WALL IS
GUTTERS AND DOWN SPOUTS ARE INSTALLED. IDENTIFY THESE
" ".
'
LINE, WILL; INCREASE SURCHARGE
MAINTAINED DURING. THE LIFETIME OF THE WALL. FAILURE TO PROPERLY
PIPES AS
DOWNSPOUT DRAINAGE
_
•PRESSURE
ON: THE:•RE1'AINING:'WALL WHICH IS. NOT
MAINTAIN THE SLOPE AT THE BASE OF THE WALL AND ABOVE THE WALL MAY ALLOW
"
FIRM; ETTL ENGINEERS AND CONSULTANTS INC.
PERMITTED, UNLESS APPROVED BY' FALKOFSKE
EXCESSIVE WATER TO ACCUMULATE AT THE BASE OF THE WALL OR BEHIND THE WALL AND
ADVERSELY" AFFECT THE STABILITY OF THE RETAINING WALLS.
G1560-04 01-11-2005
REPORT NO. DATED;
ENGINEERING; INC..
I • A WALL'. StCTIOVZ
2
ALLOWABLE BEARING CAPACITY 1500 osf .de 2500 Oaf
.....
ADJACENT
FOUNDATI014
CONTRACTOR TO BUILD SLOPE
1
-DOWNSPOUT DRAINAGE PIPES
RW 1
N.T.S.
RW1
MAINTAIN—SLOPE-N.T.s.
RW 1
N.T.S.
3,
GEOTECHNICAL CRITERIA
ME AL HANDRAIL
BY OTHERS
=
BEARING ON STIFF NATURAL UNDISTURBED CLAYEY SOILS OR
COMPACTED AND TESTED SOILS
POST
BY OTHERS
BY OTHER
ALLOWABLE BEARING: = 1500 psf, MIN.
6'
6"
_
6
6"
PVC SLEEVE .FOR
101-011
FRICTION ANGLE BETWEEN BASE OF WALL AND SOIL - 11 deg
.
. •
i
'
'
POST 0 AS REQ'D
BACKFILL 501E PARAMETERS:
-
I PL 1/4 x 4 x 4
EY OTHER
BACKFILL SOIL - FREE DRAINING MATERIAL: HARDROCK
�
W/4-#3 x 12" LONG
DO'
WELS,
to
3- 3 x 3-0" LONG ®
GRAVEL REMANUFACTURED CONCRETE GRAVEL OR
SAN DST'ONE GRAVEL, GRAVEL SIZE MAY VARY FROM 3/4" TO 4"
I
FULLY GROUT IN TOP
EACH POST & EACH SIDE
BACKFILL ANGLE OF INTERNAL FRICTION PHI = 35 deg
()
I
OF WA
i • LL
1,1
AS SHOWN,
BASE SOIL PARAMETERS;
SOIL AT TOE - NATURAL, UNDISTURBED OR FILL SOILS
r.
ANGLE OF INTERNAL FRICTION PHI = 20- deg
III'
III
III
III
III:
- - fl,
BEARING ON HARD NATURAL UNDISTURBED CLAYEY SOILS
4 u I n I ~1
1 /2 3 1 /2
4"
• . 6 'WALL.,. SECTION. W HANDRAIL . POST
CONTRACTOR ..OPTION N.T.S.
HANG COMPACTED' BACKFILL
W/ON-SITE MATERIAL ' -
TOP SOIL, AS REQ'D
-PARKING SLAB OR SIDEWALK
'(DESIGN SURCHARGE = 50 psf)
• iD'"`0,40AGTED.'BACKFILL
W/644ITE MATERIAL -- �
TOP SOIL, AS REO'D
" - r LOPE I AS RE �D
' I
I I• I 1-I�-� - -
■
aa�a
. 4" 1„ 1„
EXPANSION
JOINT
MATERIAL
® 16, O.C.
RW1 N RW1
IM
.�0�
5 WALL SECTION W HANDRAIL POST
RW1 CONTRACTOR OPTION N.T.S.
ml ON
mm.
%I
I
al
I
VARIES
-0'
A
RW1
PROVIDE 3" DIA,
WEEP. HOLES
FACE STONE PER OWNER
4
RW1
PARKING SLAB OR SIDEWALK
(DESIGN SURCHARGE = 50 paf)
HAND COMPACTED BACKFILL
W/ON-SITE MA?ERIAL
PROVIDE 1CbWROL JOINTS G 16'-0" O.C. MAX,
TYPICAL PLAN VIEW AT BASE
N.T.S.
ABOVE WALL — MINIMUM DISTANCE
N.T.S.
/- METAL HANDRAIL
BY OTHERS
PL 1/4 x 4 x 4, RE: 6/RW1
W/4-0 x 6" LONG
= DOWELS,
FULLY GROUT IN TOP'
OF CURB
7
WALL SECTION W
HANDRAIL
POST
RW1
0 TRACTOR
OPTION
- N.T.S.
1 /2"
JOINT
HAND COMPACTED BACKFILL
W/ON-SITE MATERIAL
TOP SOIL, AS REQ'D
IMPERMEABLE 4"
CONCRETE OR
BYPOTHERSNING
REQ'D
CONSTANT 8" INVERT -1
TO HOLD ALL SURFACE
DRAINAGE ON HIGH SIDE
OF WALL
ALLOWABLE BEARING = 2500 psf, MIN.
FRICTION ANGLE BETWEEN BASE OF WALL AND SOIL - 19 deg
BACKFILL SOIL PARAMETERS:
BACKFILL SOIL - FREE DRAINING MATERIAL: HARDROCK
GRAVEL REMANUFACTURED CONCRETE GRAVEL OR
SANDSTONE GRAVEL. GRAVEL SIZE MAY VARY FROM 3/4" TO 4"
BACKFILL ANGLE OF INTERNAL FRICTION PHI = 35 deg
BASE SOIL PARAMETERS:
SOIL AT TOE - NATURAL, UNDISTURBED .SOILS
ANGLE OF INTERNAL FRICTION PHI = 20 deg
THE TERM, "HAND COMPACTED" ON DRAWING INDICATES A PROCEDURE
IN -WHICH THE BACKFILL SOIL IS INITIALLY DUMPED. IN BEHIND . THE WALL
WITH A FRONT. LOADER, THE SOIL. -IS THEN WORKED IN BY HAND, USING
SHOVELS. IN THE PROCESS, THE SOIL IS ALSO COMPACTED
UNDER FOOT BY THE WORKMEN, THE USE OF VERY WET OR VERY DRY
BACKFILL SOIL SHOULD BE AVOIDED. THE USE OF HEAVY EOUIPMENT
WITHIN 3'-0" OF THE WALL COULD DAMAGE THE WALL AND
SHOULD BE AVOIDED,
LOCATE • BASE OF WALLS ON UNDISTURBED OR PROPERLY COMPACTED
:SOIL.' • •
4, MATERIALS
CONCRETE MORTAR - A MIXTURE OF PORTLAND CEMENT AND SAND
WITH MINIMUM STRENGTH OF V =. 2500 psi AT 28 DAYS.
AVERAGE DENSITY OF MASONRY 'STONE WALL VARIES
FROM 135 pef TO 145 pcf,
5. CONSTRUCTION REVIEWS
FALKOFSKE •ENGINEERING, INC. SHALL BE CALLED FOR CONSTRUCTION
REVIEW OF MASONRY WALL.
6. RETAINING WALL DESIGN CONSTRAINTS
RETAINING WALLS SHALL NOT HAVE SOLID FENCE PLACED ON TOP OF WALL
RETAINING WALLS SHALL NOT HAVE ADDITIONAL SURCHARGE PLACED ABOVE
WALL. RETAINING WALLS SHALL NOT HAVE -SLOPE AT BASE OR TOP OF WALL
i HAT EXCEED THAT WHICH IS SHOWN ON THESE PLAN -
THE RETAINING WALLS NOTED ABOVE REQUIRE SPECIAL DESIGN
E DRAINAGE SWALE DETAIL -
RW1 N.T.S.
HAND_ COMPACTED BACKFILL
W/ON-SITE MATERIAL
AS REQ'D
TOP SOIL, AS R Q'D -�
CONSTANT 8" INVERT
TO HOLD ALL SURFACE
DRAINAGE ON HIGH .SIDE
OF WALL
D DR,
RW1
N.T.S.
G
J.
Zi
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LL
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e� may.,; ` •.J' 'A ��dd
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.,•C..HM•.Ost►.1•N N
TIMOTFIY :ci - ;:,%LKOfW
as 000annuesnc:.••o•,n«
.64507 @
JOB NO, 170.05
RWaiiiiiiiiiiiiiii
I
T
HANDRAIL. IF REQ'D• -...
BY OTHERS,
RE: 5/RW1' ALSO
IVd
PLACEMENt OF STONE NEED ,NOT
.."COURSE OUT" ' EXCEPT AT FRONT
..'FACE.
11GHTLY -FjTTEQ , STONE
'NO MORTAR REQUIRED ^�
INDICATES: ZONE WHERE
STONE. IS, TO".BE•'• FULLY'
MORTARED;: TOGETHER • TOP,
BOTTOM,. FRONT AND BACK.
:;'POINT ALL FACE' STONE JOINTS -
FACE. -STONE
PER OWNER
CONTRACTOR OPTIONS
A
B .
--C
D-
E
RW1-.RW1
RW1
RW1
RW1
R�
► • o • • • • • • • • • 4 f
•••e••••••s•-
s••�►•••••,se• .,
sa • •Am.• o • • • • • • •
•�•••••oe••••••••
-��,•.•r•r•r•r•r• •AL
-� • �•t�••••••••••••••••••�
• • • • • • • • •
• �•••••••••••s
• • • 1 0,• • • • •
WE
•••••••••WITH MIRAFY FILTE
Orm
FABRIC AT END OF PIPE 07••�O�e�1 •
••••••e
0 o
-)• • • • • n
rl��®
O .
a .3
R
RW2
y
P
1�
i
wig, I
J[LSONAr imu. scmDur
#Soo V' s XURM WdWr (307 NAn= M SO= 0 CMIUM AM 1rS' M an am= NNW m" an)
Wes.
Noah
H ..
A
rorrH
6
117E
•81.,' •
W. %
T,• • •:.
WK.
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o R®,1
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IIFJ4•JKi
CAPACITY
' 4'-0`
O,�r
1,_�r
0,-0,
1'�7d
:O'-9'
W-4`
1lWMI� ED
1'-2'
2'-11"
2'-4'
7.2
3.2
5'-or.
W-10"
.2'-1"
0,_2r .
1._11..
1'-0 .
0'-5"
W-8"
V-6
3'-gr
3'-0"
11.1
6.2
:6'-0"
1'=0"
2'=6"
0'-3." :
2'-3",
:1'-0'
0'-6■.
0'-10" .
1':.6"
4'-3'
3'-6"
15.3
•9.4
1'-2'.
2'-11"
:0'-4".,
2'=Yi,:
:..:1'-3'
0'-7`
0'-10'
1'-9"
S'-0"
4'-1'
20.9
13.9
1500 pef
8'-0"
1'74'"
3'-5`
09. 5.
3' ' .
1'-6'
0'=8`
1'-0'
28.2
19.4
0'-6"
3'=4'•:.
8 5
V-20
34,7
24.8
10'-0'
1'-8'
4'-3' .
0'-7"
3'-8'-
1'-6'
0'-9"
1'-2'
2'-1'
7'-Or
5'-8'
42.0
30.1
I'-0"
1'-10"
4'=8`
0'-8`.
4'=0'
1'=C3'
0'-10'
1'-2"•
2'-2"
7'-7'
W-2'
49.9
36.3
1600 pef
12'-0"
2'-W
5'-3" ,
0'-8'
4'-7' •'
: 1'=8'
W-11" .
V-4",
2'-4"
8'-4'
6'-9'
63.0
44.8
1800 p5f
2'-2"'
S'-6"
0'-8`
4'=11):':.
; •'1'-9'
1'-0'.
1'-4'
2'-4"
8'-11"
7'-3" '
71.3
52.0
1900 psf
14'-0"
2'-4"
0'-8"t-.
'S'=5"
2'-0'•
1'-1"
1'-6'
2'-8'
9'-8'
7'-10"
86.8
62.1
2100 psf
USE THIS SCHEDULE FOR 3/RW2
JLMSOXAr MALL SCMMAr
' sm Ct4`■off Tan J v=z wmmmm 3C= = mmi AV= Sam An)
WALL
HOW
O 0
tfl►T1ER
A
am
•g
IN
81
1CiClJ:
•
tt'!�
(14Q
tM1SE
o�tC1(�1
MY
CRI►VEL
(Q1rou)
CRAM
+�)
f�a m
/
CAPACITY
> 4'-0".
0'-@`
1'-5" .
01-t)`
1
0,4111*
0'-3"
,FLUY
1'-r
2'-11"
2'-4'
6.5
3.2
W-0"
0'-10"
1'-10'
0'-2"
1'-8"
0'-9"
0'-4`
W-8"
1'-3"
3'-6"
2'-10"
9.3
5.7
6'-0'
1'-0"_
2'-4".
0'-3"
2'-1`
1'=0'
0'-5"
0'-10"
1'-6'
4'-3'
3'-5'
14.2
9.4
0'-40
2'-42' :
1'-0'
W-8"
. 0'-10'
1'-6"
V-10" '
V-11"
18.3
13.0
W-0"
1'-4'
3'-0"
0'-4"
2'-8`
1'-3"
0'-7"
1'-0"
1'-9"
W-7'
4'-6"
24.2
18.2
91-0"
1'-6"
.. `3'-6"
00.-5"
3'-1"
1'-6"
0'-8"
1'-0"
2'-011
6'-4"
•
W-2"
32.0
24.2
2500 pef
10'-0"
1'-e'
3'-10"
0'-6"
317
1'=6'
0'-13"
1'-2'
2'-0"
a'-11"
6'-S`
38.8
29A
11'-0'.
V-10` '
4'-2"
0'-8"
3'-80
i'-8'
W-9"
1'-2"
2'-1"
7'-6"
6'-1"
45.4
35.8
12'-0'
2'-0"
4'-5"
'0'•=6"
3'-11'
1'=@"
0'-10"
1'-4`
2'-1"
8'-'1" •
W-7"
52.4
42.3
13'-0'
2'-2"
.4'-10"
0'.4"
4'-3"
1'-9"
W-11'
V-40
2'-4"
W-10"
7'-2"
82.5
57.2'
14'-0'
2'-4"
5'-2"
0'-7"
4'-7"
1'-9"
0'-11"
1'-V
2'-4"
W-5"
1 7'-8"
72.0
59.0
USE THIS SCHEDULE FOR 3/RWZ
TYPICAL WALL SECTION, BEARING CLAY SOILS
SLOPE SOILS ON THE TOP OF WALL 1 V : 4H ( 14 deg ), MAX.
4" = 1
4" 'TOP SOIL & CAP AND
HAND COMPACTED ON
,SITE SOIL
HANDRAIL IF RE4'D
BY OTHERS,
RE: 5/RW1 ALSO
POINT ALL FACE
STONE JOINTS
3" DIA. WEEP
HOLES ®:.8 -0 O,C-�
WITH MIRAFY FILTER
FABRIC AT END OF PIPE
FINISHED GRADE
SLOPE. 1 V:4H, MAX.
D i BAYORRE SIDEWALK
jot
I m
CONTRACTOR OPTIONS
A T
SLpp�
REQX
•
�- � S�-OBE, q�'I• �`
t . •
R
1 ", TYP.
II•
-
BACKFACE MAY BE
IRREGULAR.
_
> �---
MIRAFY FILTER
FABRIC AROUND
6
= I- _
GRAVEL OR ROCK
1 • 0:x
0 o
-
-
CONTINUOUS GRAVEL
OR ROCK, RE: RW1 NOTES
r-
III
III •
ON SITEOSOILCTED
I I i l III III III
IF''JI
I _
MIRAFY FILTER
,. ,,, ... .. ...
... �.
FABRIC AT END
OF PIPE
B
g°
GRAVEL
WELL COMPACTED
CLAY SOIL BELOW
NOTES:
WEEP PIPE
1. PLACEMENT OF STONE NEED
��
NOT
��
COURSE OUT EXCEPT
AT FRONT FACE.
2. ALL STONE IS TO BE FULLY
MORTARED TOGETHER TOP,
BOTTOM, FRONT AND BACK.
3. FACE STONE PER OWNER/BUILDER.
msoml IrAu SCS>< vu
W&L
HOW
H
RICHER
A
mm
mm
B
MALL
Immm
T
ON
mm M
C
I M
mpm (jam
CI
VCx>�E SiOFE
of/fi
E
cf/ft
'"R
0'-2'
1'-0"
1'-0"
0'-6'
0'-3"
1.6
0.2
0'-3'
1'-0'
1'-0'
0'-6'
1 0'-3'
2.1
0.25
< 2'-0"
0'-4"
1'-00'•
V-0'
0'-6'
1 0'-3'
2.6
0.3
USE THIS SCHEDULE FOR 1/RW2
1 TYPICAL WALL SECTION, "H" UP TO < 2'-0", ALL SOIL BEARING CONDITIONS
RW21 SLOPE 'SOILS* ON THE TOP OF WALL 1 V : 4H ( 14 deg ), MAX. 3 4 - 1
CONTRACTOR OPTIONS
4" TOP SOIL & 1'-8" CLAY A T
CAP AND HAND COMPACTED 1'-0" ON SITE SOIL
A
B
C
D
E
RW1
RW1
RW1
RW1
RW1
HANDRAIL IF REQ'D
BY OTHERS, AS
RE: 5/RW1 ALSO SLOPE r4H.
• 1V �
POINT ALL FACE --��
STONE JOINTS
3" DIA. VX
HOLES 0 8 -0" O.C.
WITH MIR 1f Y FILTER
z FABRIC AT END OF PIPE
FINISHED GRADE
SLOPE 1 V:4H, MAX.
OR CONCRETE SLAB
DRIVEWAY OR SIDEWALK
R
P. _I .I I I I III III-1 I I I
II II I
1=1 I MI I _ MIRAFY FILTER
6 111- FABRIC ON TOP OF
- I GRAVEL OR ROCK
BACKFACE MAY BE
_ ( IRREGULAR.
III I 11 CONTINUOUS GRAVEL
I ( I 1 OR ROCK, RE: RW1 NOTES
I1I-
=111 III I I I I I I_ HAND COMPACTED
III 1 I I I ON SITE SOIL
MIRAFY FILTER
I I I III III - FABRIC AT END
I III III III III III III III OF PIPE
B G 1 WELL COMPACTED
CLAY SOIL BELOW
NOTES: GRAVEL WEEP PIPE
1. PLACEMENT 'OF STONE NEED NOT "COURSE OUT" EXCEPT
AT FRONT FACE.
2. ALL STONE IS TO BE FULLY MORTARED TOGETHER TOP,
BOTTOM, FRONT AND BACK.
3. FACE STONE PER OWNER/BUILDER.
JUSOXRY FALL SCABDVU
1f00 „f - =No CtPjC= raw Xalvm t1IIDIfSlmw mw t11I
w CdL7At w am mm S' w ur "mm" mm 8Js " RR7)
7•M11
H.
A
.. w
B
r==
T
WMi (ME)
C
RH OW4
Ct
(MMM)GPAVEL
C1
d/�
cf/ft
> 2'-O"
0'-6'
1'-0'
1'-0"
0'-6'
0'-3'
0'-6'
2.6
0.3
3'-W
0'-6"
1'-3'
1'-3"
0'-9'
O'-3"
0'-6'
1 4.6
1 0.8
■
< 4 -0
, r
0 -@
, •
1 -7
, ■
1 -7
, •
0 -9
, •
0 -4
. •
0 -9
7.2
1.9
USE THIS SCHEDULE FOR 2/RW2
YASOMY WArX SCMDULK
UN pe - MARM CIAt1 W PUM Rtll UZ t11+tDet?lD M SMS Sll Cln= ANU SRZ'lr R1'I)
HD W
H
A
Mm
-8
iiC� m
T
cm (TOE)
C
DEEM (mm)
C1
(� )
G1
VOLLVE STONE
cf/ft
MWME GIM
d/ft
> 2'-0"
O'-6"
1'-0'
•1'-0'
0' -6"
0'-3"
0'-6"
2.6
0.3
3'-0"
0'-6"
i'-1"
1'-1".
0'-6"
0'-3"
0'-6"
3.8
0.8
< e-O"
D'-8"
V-5"
1'-5"
0'-6"
0'-3"
0'-9"
6.5
1 1.9
USE THI5 5CHEDULE FOR Z/RWZ
2 TYPICAL •WALL. SECTION "H" >2'-0" TO < 4'--0" BEARING CLAY SOILS -
W2 SLOPE SOILS ON THE TOP OF WALL 1V : 4H 14 deg , MAX. _
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•: NO. 170.05
S
A ..
B
C
D
E
RW1
RW1
RW1
RW1
RW1