HomeMy WebLinkAboutSDP202100022 Plan - Revision 2021-05-19WALL A
DRAWING INDEX
Sheet
1 Site Plan
2 General Notes/ Design Parameters
3 Details
4 Wall A - Sta. 0 to 5ta. 78
Wall B - Sta. 0 to Sta. 48
5 Wall C - Sta. 0 to Sta. 55.5
\nkifL:E MD rry _
SITE PLAN
N
W
E
Scale: I" = 100 FT
0 50 100
42" Tall Safety Handrail or Fence
w/ Sleeve -It SW Fence -Post Anchoring System
Lap Unit
Secure to Top Unit
w/ Concrete Adhesive
Anchor Diamond Pro Units
Drainage Aggregate
Min 12" Thick
VDOT No. 57 Stone
Weephole w/Wall Drain Pro
Daylight Pipe
Through Wall
40' OC Spacing (Typ.)
Compacted Bockf ill
Crushed Stone Leveling Pad
6" Thick x 24" Wide
Non -Woven Filter Fabric
Mirafi 140N or Equivalent
6eogrid Reinforcement (Typical)
Refer to Wall Profile for Geogrid Type,
Geogrid Length (GL) and Location
y-24" Vertical Spacing (TYp')
Retained Soil
Reinforced Fill
4" Dia. Drain Pipe Granular or Low Plasticity Soil
(See Drain Detail) Compact To Min 95% Standard
GL Proctor Density
10
_I
See Wall Profile
TYPICAL RETAINING WALL CROSS SECTION
(Not to Scale)
EL 12-1/2" i
-----------------
0 0 12"
_ Rear Lip
18"
1" Setback
8-1/2" 8"
f
Anchor Diamond Pro Segmental Retaining Walls
Albemarle Business Campus - Block 5 ��
MICMAEL .0
Albemarle County, Virginia We.Oi124;
Site Plan Adapted From the Grading Plan, Sheet No. C7, 4/9/Z/
Dated October 5, 2020 (Rev. 4 - 4/5/21), Prepared By 5himp Engineering, P.C.
Site Plan For Illustrative Purpose. Approx. Scale: 1" = 100 FT fs��NAL 4
ir)IN t�tr Y
Straight
Split Face
ANCHOR DIAMOND PRO UNIT
(Not to Scale)
Circeo
Geotechnical
Engineering, P.C.
I
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2554
NOTES:
DESIGN PARAMETERS:
1.0 STRIP VEGETATIVE AND ORGANIC SOIL FROM THE WALL
AND GEOGRID ALIGNMENT.
2.0 BENCH CUT ALL EXCAVATED SLOPES.
3.0 DO NOT EXCAVATE BEYOND EXCAVATION LINES SHOWN
ON PLAN UNLESS DIRECTED BY THE GEOTECHNICAL
ENGINEER TO REMOVE UNSUITABLE SOIL.
4.0 CONTRACTOR SHALL ENSURE TEMPORARY EXCAVATIONS ARE STABLE
AND PROVIDE EXCAVATION SUPPORT IF NEEDED.
5.0 GEOTECHNICAL ENGINEER SHALL VERIFY FOUNDATION
SOILS AS BEING COMPETENT PER THE DESIGN PARAMETERS.
6.0 LEVELING PAD SHALL CONSIST OF COMPACTED SAND, GRAVEL,
OR COMBINATION AND SHALL BE A MINIMUM 6-INCH THICK
LAYER WITH A MINIMUM WIDTH OF 24 INCHES.
7.0 A 4-INCH-DIAMETER SLOTTED DRAINAGE PIPE SHALL BE INSTALLED
BEHIND THE WALL AND CONNECT TO WEEPHOLES INSTALLED AT
THE BASE OF THE WALL (40 FEET ON CENTER) AND EXTEND BEYOND
THE FINAL GRADE TO DAYLIGHT (SEE DRAIN DETAIL).
8.0 DRAINAGE AGGREGATE AND UNIT (CORE) FILL SHALL CONSIST OF
CLEAN ANGULAR GRAVEL (VDOT NO.57 STONE), MEETING THE FOLLOWING
GRADATION AS DETERMINED IN ACCORDANCE WITH ASTM D-422.
SIEVE SIZE PERCENTAGEPA55ING
1-112 INCH 100
1 INCH 95-100
1/2 INCH 25 - 60
NO.4 0-10
NO. 8 0-5
9.0 GEOGRIDS SHALL BE LAID HORIZONTALLY ON COMPACTED
BACKFILL FOR THE REQUIRED GE06RID LENGTH (GL) IN THE
TENSILE STRENGTH DIRECTION (PERPENDICULAR TO WALL FACE)
NOTED ON THE WALL PROFILE. THE GEOGRID SHALL BE
PLACED WITHIN ONE INCH OF THE FRONT FACE OF
THE UNIT BELOW AND EXTEND HORIZONTALLY
OVER COMPACTED FILL.
10.0 ANCHOR DIAMOND PRO UNITS MOLDED DIMENSIONS
SHALL BE 8 INCHES HIGH BY 18 INCHES LONG BY
12 INCHES DEEP AND SHALL NOT DIFFER MORE THAN
+ 1/8 INCH IN ANY DIMENSION.
11.0 A 1-INCH SETBACK PER UNIT (REAR LIP) SHALL BE MAINTAINED FOR
PROPER BATTER (I.E. 7 DEGREE CANT FROM VERTICAL).
12.0 GEOGRIDS SHALL BE PLACED WITHIN 1 INCH OF THE FRONT FACE
OF THE UNITS AND GEOGRID5 PULLED TIGHT (AFTER PLACEMENT
OF THE NEXT COURSE OF BLOCK UNITS) TO REMOVE SLACK
AND TO INTEGRATE GEOGRIDS AND UNITS.
13.0 FIELD ADJUSTMENTS OF BLOCK ALIGNMENT MAY BE MADE
ON NON -REINFORCEMENT LAYERS WITH THE USE OF SHIMS
OR ASPHALT SHINGLES TO RAISE ONE COURSE OF BLOCK BY
A MAXIMUM OF 1/4 INCH VERTICAL HEIGHT.
14.0
REINFORCED FILL SHALL CONSIST OF GRANULAR SOIL FILL
1 BUILDING CODES: 2015 VIRGINIA UNIFORM STATEWIDE BUILDING LODE (USBC)
WITH U5C5 SOIL TYPES GP, 6W, GM, 6C, 5W, SP, SM OR 5C
AND 2015 INTERNATIONAL BUILDING CODE (IBC).
WITH A MINIMUM ANGLE OF INTERNAL FRICTION, OF 28 DEGREES
2 THE WALL PROFILES ARE BASED ON THE GRADING PLAN, SHEET NO. C7,
AS OUTLINED IN DESIGN PARAMETERS - NOTE 5.
DATED OCTOBER 5, 2020 (REV. 4 - 4/5/21), PREPARED BY SHIMP ENGINEERING, P.L.
MAXIMUM PARTICLE SHALL BE LIMITED TO 4INCHES IN DIAMETER.
3 WALL DETAILS SHOWN ON THIS PLAN ARE FOR ANCHOR DIAMOND PRO
THE FINE FRACTION (MINUS NO. 40 SIEVE) SHALL HAVE A MAXIMUM
SEGMENTAL RETAINING WALL (SRW) UNITS MEETING THE NATIONAL
LIQUID LIMIT (LL) OF 40 AND A MAXIMUM PLASTICITY INDEX (PI)
CONCRETE MASONRY ASSOCIATION (NCMA) CRITERIA FOR SRW WALL SYSTEMS.
OF 20. THE BACKFILL SHALL BE FREE OF DEBRIS AND ORGANIC MATTER.
4 ENGINEERING ANALYSIS BASED ON USE OF STRATAGRID 56200 GEOGRIDS.
LOW PLASTICITY SILT OR CLAY (ML-CL) CAN BE USED SUBJECT TO
OTHER COMPATIBLE GE06RID5 MAY BE SUBSTITUTED WITH THE APPROVAL
APPROVAL BY THE GEOTECHNICAL ENGINEER.
OF THE WALL DESIGN ENGINEER.
HIGHLY EXPANSIVE SOILS (MH-CH) SHALL NOT BE USED IN THE
5 THE DESIGN OF THE SEGMENTAL RETAINING WALL (SRW)
REINFORCED FILL ZONE.
ASSUMES THE FOLLOWING PARAMETERS:
Ym, Moist FRICTION
15.0
REINFORCED FILL SHALL BE PLACED IN 8-INCH LIFTS AND
SOIL SOIL UNIT WEIGHT ANGLE COHESION
COMPACTED TO A MINIMUM OF 95% OF MAXIMUM STANDARD
CONDITIONS Type (PCF) (DEG) (PSF)
PROCTOR DENSITY (A5TM D-698) AND WITHIN + 3 PERCENTAGE
REINFORCED FILL Granular or Low Plasticity Soil 120 28 0
POINTS OF OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL
RETAINED SOIL Silt to Sandy Silt 120 28 0
BE PERFORMED AS THE WALL IS INSTALLED. COMPACTION WITHIN
FOUNDATION SOIL Silt to Sandy Silt 120 28 100
3 FEET OF THE WALL SHALL BE LIMITED TO HAND -OPERATED EQUIPMENT.
6 SOIL STRENGTH PARAMETERS ARE BASED ON USE OF GRANULAR SOIL FILL
16.0
A VIBRATORY PLATE TAMPER SHALL BE USED TO DEN5IFY
OR LOW PLASTICITY SOIL IN THE REINFORCED FILL ZONE.
NO.57 STONE. COMPACTION TESTS CAN BE WAIVED
ALL ENGINEERED FILL SHALL BE PLACED IN MAXIMUM 8-INCH LIFTS
WHERE NO.57 STONE IS USED AS REINFORCED FILL.
AND EACH LIFT I5 COMPACTED TO A MINIMUM OF 95% OF
17.0
CONTRACTOR SHALL SLOPE SITE GRADES TO DIRECT SURFACE
MAX. STANDARD PROCTOR DENSITY, AND WITHIN+ 3 PERCENTAGE POINTS
RUNOFF AWAY FROM WALL AT END OF EACH DAY TO AVOID
OF OPTIMUM MOISTURE CONTENT, USING PORTABLE COMPACTION EQUIPMENT.
WATER DAMAGING THE WALL WHILE UNDER CONSTRUCTION.
18.0
ANY SURFACE DRAINAGE FEATURES, FINISH GRADING, PAVEMENT,
DO NOT USE HIGH PLASTICITY CLAY (CH-MH), ROOTS OR TOPSOIL IN REINFORCE
OR TURF SHALL BE INSTALLED IMMEDIATELY AFTER THE WALL IS COMPLETED.
ZONE. ANY SOFT, SATURATED SOIL ENCOUNTERED IN 5UBGRADE SHALL BE
19.0
IF SITE AND SOIL CONDITIONS, WALL GEOMETRY, OR WALL
UNDERCUT AND REPLACED WITH CRUSHED STONE TO STABILIZE THE
LOADING ARE DIFFERENT THAN THE DRAWINGS AND THE DESIGN
FOUNDATION 5UB6RADE OR AS DIRECTED BY THE GEOTECHNILAL ENGINEER.
PARAMETERS, THE CONTRACTOR MUST CONTACT THE WALL DESIGN
ENGINEER PRIOR TO PROCEEDING WITH THE CONSTRUCTION OF THE WALL.
WALL A - MAX. WALL HEIGHT = 10 FEET (INCLUDING EMBEDMENT)
WALL B - MAX. WALL HEIGHT = 2 FEET (INCLUDING EMBEDMENT)
20.0
DETAIL FOR PEDESTRIAN GUARD POSTS AT THE TOP OF THE WALL
WALL C - MAX. WALL HEIGHT = 4 FEET (INCLUDING EMBEDMENT)
IS PROVIDED FOR PLACEMENT OF POSTS BEHIND THE WALL (SEE SHEET 3 OF 5).
1" Setback
FRONT SLOPE = LEVEL TO MAX. 3H:1V
BALKSLOPE BEHIND THE WALL = LEVEL
SURCHARGE AT TOP OF WALL = 100 P51F
MIN FACTOR OF SAFETY (SLIDING) = 1.5
MIN FACTOR OF SAFETY (OVERTURNING) = 2.0
)pen Cells MIN FACTOR OF SAFETY (BEARING CAPACITY) = 2.0
Filled With Stone) DESIGN SOIL BEARING PRESSURE = 1,500 PSF
Albemarle
r_�CiWV
Circeo1" Rear Lip < = G:0technical
I ( O NOWr Engineering, P.0
No. 011246
UNIT CONNECTION DETAIL
(Not to Scale)
A. Scale
Date:
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
F 1 Project No. I RW-2554
r�r
WALL A
Abut Wall A to Building
0
t
Q
O
t
}
Additional Weephole
@ Low Point —
464
462
n} 1J1
tw 452
0 450
Surcharge = 100 psf
TOC = 454.33
TOW = 454.01
GL=IOFT
TOC = 453.67
TOW = 453.33
—■ •gm
�.� •
-----■-----'�■---------- �---■-----
------� -- Tom_=M=`�-I®
-------■--
IIIIwo■
d 446
�++
' _'
=lO FT
..... I '
BOW = 450.00
444
I GL=8FT
BOW =448.00
GL=10FT GL=10FT
6"Thick Stone gOW=446.00
I
Proposed Grade at Bottom of Wall
4344 8
BOW = 444.67
Leveling Pad
I i
436
BOW = 444.00 (Low Point)
Drain Pipe to Daylight - 40 FT O.C.
(Typical)
434
F
SO 20
30 40
48 60 r64 70 7S
Station (ft)
I�
GL = 10 FT
— I GL = 8 FT
GL = 6 FT cif GL = 4 FT
WALL B .
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c:rm----
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Ina-_---r-.==�
I
IM
6" Thick Store
BOW 453.33 Leveling 'a
El 10
LEGEND
®
Cap Unit (4" Height)
0
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone)
TOC
Top of Cap Unit
TOW
Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
— 200 • —
• StratoGrid 56200
0 4" Drain Pipe to
457.00
= 456.67
Tie Into Grade Along
�Sirlewnik (EL. 457 +)
00
3
}
W
W = 454.67
ottom of Wall
20 30 40.5
Station (ft) I
— No Geogrid
I
RETAINING WALL A
Sta. 0 to Sta. 78
RETAINING WALL B
Sta. 0 to Sta. 48
Viewed From Front Face of Wall
Design Soil Bearing Pressure = 1,500
WALL A
w/ 42" Tall Pedestrian Guard
Sta.
RET-r\
)RAIL Sta.60
Ht` a,
Filter Fabric
VDOT No. 57 Stone
0 0 0 0 0 0 0
SRW Unit
Ex. Structure t Abutment, Alternate Full Unit
with Half Unit Every Other Course.
Do Not Attach to Structure.
} 15 RETAIN
55 W. 42"
Sta.78 o MAX H
/40.5- Sta 20
WA - A"rI ,i
i v _ in dz \ 1\
ENLARGED SITE PLAN .
No. 02124:
4/yjz
��ONAL I
WALL ABUTMENT DETAIL
(Not to Scale)
C""— 0 N
j Sta. 20 .4e-x Sta.
RETAIL
0 TENANT
2,298 SF
40 LP
53-- 38
5
FFE-4�4.00
,..
s BLOCK '
G 0ALL WALL
B M
ANDRAI w/ 42"
Tall Pedestrian Guard
J
c 4 1, Sta. 0 400.
_
Scale: 1" = 20 FT
0 10 20
Immm - Rlnrk 5
Circeo 5956 Buekland Mill Road
Geotechnical
_ Engineering, P.C. Roanoke, Virginia 24019
j Phone:(540) 366-2379
Scale: H' ' = 2 rr.
V: 1"= to ft. Project No. RW-2554
Date: 04/09/21
Revision: --- Sheet 1 4 of 5
WALL C
FE
Cut Geogrid
Around Manho
Min 24"
464
462
460
458
456
} 454
w. 452
0 450
448
N 446
W
444
442
440
438
436
434
—Manhole
Behind Wall C
=mmmmmm
�ht at Each End of Tr
ME
IN
0
0
0
I
IN
MIN
IN
IME
-------------0
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—
. • - . - . ii
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--
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--■-r�—..�.—
orm-
---------------------------
a■—W—�
ai
Iv=
6" Thick Stone
I
BOW= 442.00 (Low Point) Proposed Grade at Bottom of 'W
El10 20 30 40
Station (ft)
I
I� GL=4FT
Manhole
Use All No. 57 Stone
In Reinforced Zone
z
o
Around Storm Structure
Ern
N
�
J
L
�
Min 24"
7
d
L
_
i■■■■■■■■■■■■■in 011■■f���������1
■■■■■■■■■■■■■ ■� ■■■■■I■■■■■■■■■I
I■■■■■■■■■■■■■ ■U■■■■■■■■■■■■■I■l�■■■■■■I
• ' . AIROUND MANHOLE
(Not to Scale)
®
Cap Unit (4" Height)
0
Anchor Diamond Pro Units (8" Height x 18" Width)
Leveling Pad (Min. 6" Thick x 24" Wide Crushed Stone)
TOC
Top of Cap Unit
TOW
Top of Wall (Excluding Cap Unit)
BOW
Bottom of Wall (Including Embedment)
200 • —
• StratoGrid 56200
GL
0 4" Drain Pipe to
nch Drain
46.33
46.00
V u)
r }
W
BOW = 443.33
= 442.00 (Low Point)
ill
50 55.5
i
443.33
454.00
464:67
IGHT: 43'
SEGMENTAL BLOCK
RETAINING WALL
MAX HEIGHT 2.7'
ENLARGED SITE PLAN
ATOR B
-,,WALL C14Z� 4263
w/ 42" Tall Pedestrian Guard 91
742�s
8
S ____"R - s
_s
Scale: 1" = 20 FT
Illf i �r
0 10 20
Carle Business Campus - Block 5
Albemarle County, Virqinia
Circeo
Geot ineeral
RETAINING WALL C a MiMIR CIRI p Engineering, P.C.
Sta. 0 to Sta. 55.5 No. oilY45 �:
1"= 10 ft.
Viewed From Front Face of Wall04/v/Z/ Scale: V: 1"= loft.
S�ONAL �� Date: 04/09/21
[Design Soil Bearing Pressure = 1,500 psf] I I Revision: ---
5956 Buckland Mill Road
Roanoke, Virginia 24019
Phone:(540) 366-2379
Project No. I RW-2554